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C-6342 - License and Maintenance Agreement Regarding the 30-Inch Storm Drain Line Within City of Newport Beach Public Right-of-Way
ro LICENSE AND MAINTENANCE AGREEMENT BETWEEN THE 1 CITY OF NEWPORT BEACH AND THE CITY OF COSTA MESA ;-) REGARDING THE 30-INCH STORM DRAIN LINE WITHIN CITY OF NEWPORT BEACH PUBLIC RIGHT-OF-WAY This License Agreement (the "Agreement") is made and entered into by and between the CITY OF NEWPORT BEACH, a California Municipal Corporation, hereinafter referred to as "CITY," and The CITY OF COSTA MESA, a California Municipal Corporation, hereinafter referred to as "LICENSEE." WHEREAS, LICENSEE is the owner of certain utilities located in the City of Newport Beach, County of Orange, State of California, which is a 30 -inch reinforced concrete pipe (RCP) storm drain, which will be constructed near the end of 16th Street, west of Monrovia Avenue, and adjacent to the City's Utilities Yard located at 951 W. 16th Street, commonly known as (the "Storm Drain"), and more particularly described in the Improvements Plan, attached hereto as Exhibit "A" and incorporated by this reference (the "Storm Drain"); and WHEREAS, CITY is the owner of certain public rights-of-way and other property in the immediate vicinity of the Storm Drain (the "Improvement Areas"), which Improvement Areas are more particularly described in Exhibit "A" attached hereto and incorporated herein by this reference; and WHEREAS, in connection with and as a condition of development of the Storm Drain, CITY desires to assign responsibility for the installation and maintenance of Storm Drain within the Improvement Areas, as defined below in Section 5, and the costs associated therewith in accordance with plans and specifications submitted by LICENSEE and as reasonably approved by CITY; and By this Agreement, CITY desires to clarify and specifically delineate the LICENSEE's obligations with respect to the installation and maintenance of Storm Drain within the Improvement Areas, NOW THEREFORE, in consideration of the promises and agreements hereinafter made and exchanged, CITY and LICENSEE covenant and agree as follows: 1. GRANT OF LICENSE. Subject to terms and conditions hereinafter set forth, CITY hereby grants to LICENSEE, a non-exclusive, revocable license ("License") to install and maintain Storm Drain within the Improvement Areas pursuant to the terms as set forth in this Agreement. 2. TERM. The term of the License (the "Term") granted herein shall be perpetual, provided that CITY may terminate this Agreement upon thirty (30) days written notice to LICENSEE. LICENSEE agrees that this Agreement and the rights and obligations contained herein run with the utility, and are binding upon LICENSEE. This Agreement City of Costa Mesa Page 1 and the covenants contained herein inures to the benefit of CITY as the owner of the Improvement Areas, as the benefited parcel. 3. TERMINATION. In the event of any such termination and upon request by CITY, LICENSEE and its successors and assigns shall be obligated to deliver the Improvement Areas in compliance with the maintenance provisions set forth in this Agreement. At the CITY's request, the LICENSEE may be required to disconnect and cap the Storm Drain within the Improvement Areas to the satisfaction of CITY. 4. DESCRIPTION OF IMPROVEMENTS. All improvements installed within the Improvement Areas shall be as depicted on those certain plans and specifications as approved by the CITY relative to the Storm Drain and the subject utilities thereof. The improvements within the Improvement Area for which LICENSEE, at its sole cost, and at no expense to the CITY, shall install, repair, maintain and/or replace in accordance with the terms of this License shall be collectively referred to as the "LICENSEE's Improvements," and includes the following: 5. MAINTENANCE RESPONSIBILITIES. At LICENSEE's sole cost and expense, LICENSEE agrees to perform all maintenance responsibilities for the Improvement Areas, including: a) The maintenance of the 30 -inch RCP storm drain line from Station 10+00 to Station 10+96 and junction structure at Station 10+00; b) Repair of 16th Street in cases where excavation is required to repair said storm drain. 6. COST SHARING BY PARTIES. In the event that the City of Newport Beach is required to add supplemental water quality improvement features to the downstream storm drain line, (such as a trash interceptor, screen device, CDS unit, sewer diversion or other water quality features), the City of Costa Mesa agrees to pay its proportional tributary area share for the design, construction and maintenance of said added features. Required is defined as a directive or condition of approval by a regional agency such as the RWQCB or Coastal Commission. Required is also defined as a self -initiated action by the City of Newport Beach as a result of testing indicating potential Clean Water Act, NPDES, TMDL permit violations. The City of Newport Beach agrees to work with the City of Costa Mesa to build consensus regarding the planning and design of the water quality features and allow Costa Mesa sufficient time to fund the features through its budget process. 7. PLANS AND SPECIFICATIONS. Throughout the Term, LICENSEE shall perform, at its sole cost and expense, any and all repairs, replacements or refurbishing to the Improvements which LICENSEE constructs in the Improvement Areas as necessary to bring the Improvement into an operating condition, all in accordance with plans and specifications as submitted by LICENSEE to CITY, which plans and specifications shall be subject to prior written approval of CITY. No changes, modifications or alterations may be made to the Improvement Areas without the prior written consent of CITY. City of Costa Mesa Page 2 8. WATER QUALITY MANAGEMENT PLAN. LICENSEE shall review and enforce the Water Quality Management Plan ("WQMP") attached hereto as Exhibit B and incorporated herein by this reference. 9. HYDROLOGY & HYDRAULICS STUDY. The onsite drainage area surrounding the Improvement Area was analyzed for two (2), twenty five (25) and one hundred (100) -year storm events. The Hydrology & Hydraulics Study ("Study") is attached hereto as Exhibit C and incorporated herein by this reference. The Storm Drain system is designed to manage runoff from a one hundred (100) -year storm. Therefore no detention systems or upgrades to existing storm drain facilities are required. 10. MATERIAL ALTERATIONS. After the approval of the plans and specifications and the installation of Improvements in the Improvement Areas in accordance with the plans and specifications, no material changes, modifications or alterations may be made to the Improvement Areas without the prior written consent of CITY. 11. CITY REQUIREMENTS. LICENSEE, or anyone performing work on behalf of LICENSEE, shall be properly licensed by CITY for any work performed on the Improvement Areas. Furthermore, LICENSEE, or anyone performing work on behalf of LICENSEE, shall acquire the proper encroachment permit and comply with all other CITY licensing and insurance requirements prior to performing any work within the Improvement Areas in the public right-of-way. 12. CITY RIGHT TO INSPECT. CITY shall have the right to inspect the Improvement Areas at any time to ensure that LICENSEE is performing its obligations hereunder. CITY and LICENSEE shall negotiate in good faith to come to a mutual agreement as to the time and date for such inspections. 13. DAMAGE TO IMPROVEMENT AREAS. In the event any damage is caused to any pathways, sidewalks, curbs, gutters, street furniture, street lights, medians, streets or utilities as a result of the installation of the Storm drain installed within the Improvement Areas and/or the performance of maintenance responsibilities within the Improvement Areas, LICENSEE agrees to repair same at its own expense. In the event that damage is caused by the acts of any person to any portion of the Improvement Areas, or in the event any portion of the Storm Drain is broken or breaks or is destroyed, said Storm Drain shall be replaced or restored immediately. 14. REPAIR BY CITY. Except as otherwise provided for in this License, in the event any damage is caused to any of the LICENSEE's Improvements within the Improvement Areas as a result of the installation, maintenance and/or repair work performed by the CITY or its contractors, agents or employees within the Improvement Areas, CITY shall promptly repair the same at its own expense. 15. COOPERATION. In the event both LICENSEE and CITY are required to repair damage to the improvements, the parties shall cooperate with each other so as to minimize the costs incurred by each of them. City of Costa Mesa Page 3 16. ASSIGNMENT. The License herein granted is personal to LICENSEE. Any attempt to assign the License to any other entity shall require the prior approval of the CITY and is subject to the provisions set forth in Section 33 below. Other than the License granted hereunder, LICENSEE hereby expressly waives any claim to or interest or estate of any kind of extent whatsoever in the Improvement Areas arising out of the License or out of LICENSEE's use or occupancy of the Improvement Areas, whether now existing or arising at any future time. This License is appurtenant to the Storm Drain and may not be separately assigned apart from the Storm Drain or the interests therein. LICENSEE shall give notice in writing to CITY of any such assignment and delegation; such notice shall include the mailing address of the delegee, and will become the delegee's address for service of notices. LICENSEE hereby covenants for itself and its successors and assigns, that conveyance of any interest in the Storm Drain shall constitute an assumption by any successors, assigns or transferees of LICENSEE, of the obligations under this License. Upon such conveyance, the LICENSEE is not relieved from the obligations or responsibilities under this License. 17. INSURANCE. Without limiting LICENSEE's indemnification of City, and prior to commencement of Work, LICENSEE shall obtain, provide and maintain at its own expense during the term of this Agreement or for other periods as specified in this Agreement, policies of insurance of the type, amounts, terms and conditions described in the Insurance Requirements attached hereto as Exhibit D, and incorporated herein by reference. 18. INDEMNIFICATION AND HOLD HARMLESS. LICENSEE hereby agrees to protect, indemnify and hold and save harmless CITY, its officers, employees and assigns (hereinafter collectively called "Indemnified Parties") against any and all liability, claims, judgments, penalties, damages, expenses, costs and demands, including without limitation reasonable attorneys' fees, however caused, including those resulting from death or injury to any person (including without limitation any Indemnified Party), and damage to any property, real or personal, of any kind, wherever located, and by whomever owned (including, without limitation, property owned by an Indemnified Party), which injury, death or physical damages arises directly or indirectly out of the grant of license herein contained or the activities to be undertaken by LICENSEE (or LICENSEE's officers, employees, agents, contractors, LICENSEEs or invitees) concerning the Improvement Areas, caused in whole or in part by any negligent act or omission of the LICENSEE, any of its contractors, subcontractors, or anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liable (collectively, the "LICENSEE Parties"), including but not limited to concurrent active or passive negligence of the LICENSEE Parties, except to the extent caused by the negligence or willful misconduct of CITY or any of its agents, contractors, subcontractors, officers, or employees. CITY shall provide immediate notice to LICENSEE whereupon LICENSEE shall conduct any defense required hereunder at its sole cost and expense. 19. RULES AND REGULATIONS. LICENSEE agrees to obey and observe (and cause its officers, employees, contractors, LICENSEEs, invitees and all other doing business with LICENSEE to obey and observe) all rules and regulations of general City of Costa Mesa Page 4 applicability regarding the Improvement Areas as may be reasonably established by CITY at any time and from time to time during the Term of this Agreement. 20. DEFAULT. In the event LICENSEE does not perform, or cause to be performed, any of the Maintenance Responsibilities as contemplated by this Agreement, CITY shall first provide written notice to LICENSEE in the manner and at the address for notices provided in Section 19, describing the alleged default by LICENSEE. If LICENSEE fails to cure said default within thirty (30) calendar days following the date of delivery of such notice of default, CITY may thereafter cause such maintenance to be performed, and all actual and reasonable costs incurred shall be assessed to and billed directly to the LICENSEE. Any invoice for such costs shall include copies of paid invoices evidencing the costs incurred. Payment from LICENSEE shall be due within thirty (30) calendar days following the date of receipt of invoice. In addition, one and a half per cent (1%%) interest per month shall be added for each month payment hereunder is due but unpaid. In the event CITY fails to perform its obligations hereunder after a reasonable period of time, including, but not limited to, repairing any damage to LICENSEE's Improvements, LICENSEE shall first provide written notice to LICENSEE in the manner and at the address provided in Section 19, describing the alleged default by LICENSEE. If CITY fails to cure within thirty (30) calendar days of receipt of the notice, LICENSEE may cause any such work to be performed and CITY shall promptly reimburse LICENSEE an amount equal to the actual costs incurred by LICENSEE to repair such LICENSEE's Improvements, which reimbursement shall be due no later than thirty (30) days after receipt of invoice. In addition, one and one half per cent (1'/2%) interest per month shall be added for each month payment hereunder is due but unpaid. 21. APPLICABLE LAW. LICENSEE shall, at its sole cost and expense, faithfully observe in the use and occupation of the Improvement Areas, all municipal ordinances, and all state and federal statutes now in force and which may hereafter be in force, and shall fully comply, at its sole expense, with all regulations, orders and other requirements issued or made pursuant to any such ordinances and statutes. All building permits, business licenses and other applicable permits and licenses shall be secured and paid for by LICENSEE. 22. NOTICES. Any notice or special instructions required to be given in writing under this Agreement shall be given either by personal delivery to LICENSEE (as designated herein) or to CITY as the situation shall warrant, or by enclosing the same in a sealed envelope and sent (i) postage prepaid, and depositing the same in the United States Postal Service, via certified or registered mail, or (ii) using nationally recognized overnight courier service, or (iii) via facsimile transmission (with a copy to also be placed in the United States Mail), and addressed as follows: TO CITY: Director of Public Works 100 Civic Center Drive Newport Beach, CA 92660 (949) 644-3311 City of Costa Mesa Page 5 TO LICENSEE: City of Costa Mesa — Public Services Department Director of Public Works 77 Fair Drive Costa Mesa, CA 92626 (714) 754-5140 Any mailing address or facsimile number may be changed at any time by giving written notice of such change in the manner provided above at least ten (10) days prior to the effective date of the change. All notices under this Agreement shall be deemed given, received, made or communicated on the date personal receipt actually occurs or, if mailed, on the delivery date or attempted delivery date shown on the return receipt. A person may not give official or binding notice by facsimile. The effective time of a notice shall not be affected by the receipt, prior to the receipt of the original, of a facsimile copy of the notice. 23. CAPTIONS AND TERMS. The captions and section numbers appearing in the Agreement are for convenience only and are not a part of the Agreement and do not in any way limit, amplify, define, construe or describe the scope of intent of the terms and provisions of this Agreement, or in any way affect this Agreement. 24. RECORDATION. LICENSEE shall record this Agreement in the Official Records of the County of Orange, State of California. 25. NON -EXCLUSIVITY. This License is non-exclusive, and the Improvement Areas shall at times be open to use by the general public. 26. NONDISCRIMINATION. LICENSEE agrees that in the performance under this Agreement and use of the Improvement Areas, shall not discriminate against any person because of race, religious creed, color, national origin, ancestry, physical handicap, medical condition, marital status, sex, sexual orientation, age or any other impermissible basis under law. 27. COOPERATION. LICENSEE shall in good faith cooperate in connection with its respective rights and obligations under this Agreement, including, but not limited to, performing any acts and executing any further documents that may be reasonably necessary to effectuate the purposes of or rights conferred under this Agreement. 28. SEVERABILITY. If any provision of this Agreement shall, to any extent, be deemed to be invalid or unenforceable, the remainder of the Agreement shall not be affected thereby. Each provision of this Agreement, unless specifically conditioned upon such invalid or unenforceable provision, shall be valid and enforceable to the fullest extent permitted by law. 29. ENTIRE AGREEMENT. This Agreement, together with any attachments hereto or inclusions by reference, constitutes the entire agreement between the parties hereto relating to the rights herein granted and the obligations herein assumed, and this City of Costa Mesa Page 6 Agreement supersedes and cancels any and all previous negotiations, arrangements, agreements and understandings, if any, between the parties hereto with respect to the rights and obligations contained herein. Any oral representations or modifications concerning this instrument shall be of no force or effect except a subsequent modification in writing, approved by the CITY and signed by the parties to be charged. 30. ATTORNEYS' FEES. If any action or proceeding is brought by either party against the other under this Agreement, whether for interpretation, enforcement or otherwise, each party shall bear its own attorneys' fees. The prevailing party shall not be entitled to recover its attorneys' fees from the non -prevailing party. 31. CITY RIGHT TO ENFORCE. Notwithstanding the provisions of Section 27 above, LICENSEE acknowledges and agrees that the CITY has the right and standing, but not the obligation, to enforce any of the terms of this Agreement by any appropriate legal and/or equitable means and shall be entitled to reimbursement for any costs incurred in enforcing this Agreement. LICENSEE shall provide CITY with, and at all times keep current, contact information for LICENSEE and any utilities manager acting on its behalf. 32. GOVERNING LAW. This Agreement shall be governed, construed, interpreted and enforced under and in accordance with and governed by the laws of the State of California. 33. AMENDMENTS. This Agreement may be amended, modified and/or supple- mented only by the written agreement of LICENSEE and CITY, or the successors and assigns of each. 34. COVENANTS. Each of the covenants set forth in this Agreement (i) shall run with the land; (ii) shall be binding upon, and shall inure to the benefit of, any person or entity having or acquiring any interest in any portion of any property benefited or burdened thereby, during the period of such person's or entity's ownership, and all of their respective successive owners and assigns; and (iii) shall be binding upon, and shall inure to the benefit of, the property benefited or burdened thereby and every portion thereof and interest therein. The License granted by this Agreement is subject to all matters of record as of the effective date of this Agreement. 35. DELEGATION OF AUTHORITY. CITY hereby delegates to City Manager or his or her designee the authority to implement all provisions of this Agreement. 36. SUCCESSORS AND ASSIGNS. Subject to Section 13 above, this Agreement shall be binding upon and inure to the benefit of the parties hereto and their respective successors and assigns (except as otherwise specifically provided in Section 34 below), including without limitation all grantees and other successors -in -interest of CITY and LICENSEE in any portion of the Improvement Areas. Subject to Section 13 above, LICENSEE shall provide prior notice of any assignment of LICENSEE's rights and obligations hereunder and any such assignment shall either (a) include the insurance provisions hereunder, or (b) shall include insurance provisions approved by CITY. City of Costa Mesa Page 7 37. EXCLUSIVE BENEFIT OF PARTIES. The provisions of this Agreement are for the exclusive benefit of CITY and LICENSEE and their successors and assigns, subject to the provisions hereof, and neither for the benefit or nor give rise to any claim or cause of action by any other person. 38. SURVIVAL. All representations, warranties, waivers and indemnities given or made hereunder shall survive termination of this Agreement. 39. AUTHORITY TO SIGN. LICENSEE hereby represents that the individual executing this Agreement on behalf of LICENSEE has full authority to do so and to bind LICENSEE to perform pursuant to the terms and conditions of this Agreement. [SIGNATURES ON NEXT PAGE] City of Costa Mesa Page 8 IN WITNESS WHEREOF, the parties have caused this Agreement to be executed on the dates written below. APPROVED AS TO FORM: CITY ATTOR EY'S OFFICE Date: 101a if aINt— By: Aaron C. Harp City Attorney 10 %2 -?1(5 ATTEST: nate 6//& C W� it ni I. BrovJn City Clerk CITY OF NEWPORT BEACH, a California municipal corporation Date: s By: David A. Webb Public Works Director LICENSEE: CITY OF COSTA MESA, a California municippal corporation Date: I0. S t .l I j IF City Attorney [END OF SIGNATURES] Attachments: Exhibit A — Improvements Plan Exhibit B — Water Quality Management Plan Exhibit C — Hydrology & Hydraulics Study Exhibit D — Insurance Requirements City of Costa Mesa Page 9 EXHIBIT A IMPROVEMENTS PLAN City of Costa Mesa Page A-1 10+00 - 10+50 11+00 STORM DRAIN LINE W STORM DRAIN IMPROVEMENT CONSTRUCTION NOTES: 20 CONSTRUCT 30" RCP (D -LOAD PER PROFILE) BEDDING PER CITY OF NEWPORT BEACH STD -106-L 21 CONSTRUCT JUNCTION STRUCTURE TYPE 1 PER CITY OF NEWPORT BEACH STD -310-L @ CONSTRUCT BRICK AND MORTAR PLUG EXHIBIT B WATER QUALITY MANAGEMENT PLAN City of Costa Mesa Page B-1 Priority Project Water Quality Management Plan (FINAL WQMP) Project Name: Tract No. 17747 1620 - 1644 Whittier Ave. and 970 16th St. City of Costa Mesa Prepared for: Taylor Morrison Homes 100 Spectrum Center Drive, Suite 1450 Irvine, CA 92618 (949) 341-1200 Contact: Yvonne Benschop Land Project Manager Prepared by: C&V Consulting, Inc. 27156 Burbank Foothill Ranch, CA 92610 (949) 916-3800 DMcDougall@cvc-inc.net Engineer: Dane P. McDougall Registration No. 80705 February 2015 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 -1644 Whittier Ave. & 97016th St. Costa Mesa, CA This Water Quality Management Plan (WQMP) has been prepared for Taylor Morrison of California, LLC by C&V Consulting, Inc. The WQMP is intended to comply with the requirements of the local NPDES Stormwater Program requiring the preparation of the plan. The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the current Orange County Drainage Area Management Plan (DAMP) and the intent of the non -point source NPDES Permit for Waste Discharge Requirements for the County of Orange, Orange County Flood Control District and the incorporated Cities of Orange County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors -in -interest shall bear the aforementioned responsibility to implement and amend the WQMP. An appropriate number of approved and signed copies of this document shall be available on the subject site in perpetuity. Owner: Taylor Morrison of California, LLC Title Yvonne Benschop - Land Project Manager Company Taylor Morrison Homes Address 100 Spectrum Center Drive, Suite 1450 Irvine, CA 92618 Email YBenschop@taylormorrison.com Telephone # (949) 341-1210 Signature Date Taylor Morrison Homes Owner's Certification Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Contents II.1 Project Description.............................................................................5 II.2 Potential Stormwater Pollutants...................................................... S II.3 Hydrologic Conditions of Concern ..................................................... 9 II.4 Post Development Drainage Characteristics ................................... 9 II.5 Property Ownership/ Management ..................................................10 III.1 Physical Setting...................................................................................11 III.2 Site Characteristics............................................................................12 III.3 Watershed Description......................................................................15 IV. 1 Project Performance Criteria............................................................16 I143.1 Hydrologic Source Controls.....................................................................s9 IV.3.2 Infiltration BMPs...................................................................................... 20 IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs.................................. 21 I143. 4 Biotreatment BMPs................................................................................... 21 IV.3.5 Hydromodification Control BMPs........................................................... 23 I143.6 Region//Sub-Regional LID BMPs.......................................................... 23 I143.7 Treatment Control BMPs......................................................................... 23 I143.8 Non-structural Source Control BMPs..................................................... 25 I143.9 Structural Source Control BMPs............................................................. 28 IV.4.1 Water Quality Credits..................................................................29 IV.4.2 Alternative Compliance Plan Information................................30 Attachments Page No. AttachmentA...............................................................................Educational Materials AttachmentB.................................................................................. Site and Drainage Plan AttachmentC ...................................................... Worksheets from County of Orange TGD Attachment D ............................. Reference Exhibits/ Figures from County of Orange TGD AttachmentE............................................................................ BMP Fact Sheets & Details Attachment F.....................................................Notice of Transfer of Responsibility Form AttachmentG.............................................................................................Soils Report AttachmentH.............................................................................Conditions of Approval Attachment I..............................................................Operations and Maintenance Plan Taylor Morrison Homes Owner's Certification Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Section I Discretionary Permit(s) and Water Quality Conditions Taylor Morrison Homes Section I Page 3 Project Infomation Permit/ Application No. Tract/Parcel Map No. Tract No. 17747 Additional Information/ ` N/A Comments: ' Water Quality Conditions Conditions of Approval, Planning Commission Resolution PC -14-52 dated November 12, 2014, Exhibit B, Code Requirements, Item 37: f "In order to comply with the 2003 DAMP, the proposed project shall prepare a Storm Drain Plan, Stormwater Pollution Prevention Plan (SWPPP), and Water Quality Management Plan (WQMP) conforming to the current National Pollution Discharge Elimination System (NPDES) requirements, prepared by a Licensed Civil Engineer or Environmental Engineer, which shall be submitted to the Department of Public Works for review and approval." Conditions of Approval, Planning Commission Resolution PC -14-52 Water Quality dated November 12, 2014, Exhibit B, Code Requirements, Item 38: Conditions "The SWPPP shall be prepared and updated as needed during the (list verbatim) course of construction to satisfy the requirements of each phase of development. The plan shall incorporate all necessary Best Management Practices (BMPs) and other City requirements to eliminate polluted runoff until all construction work for the project is completed. The SWPPP shall include treatment and disposal of all dewatering operation flows and for nuisance flows during construction." Conditions of Approval, Planning Commission Resolution PC -14-52 dated November 12, 2014, Exhibit B, Code Requirements, Item 39: "A WQMP shall be maintained and updated as needed to satisfy the requirements of the adopted NPDES program. The plan shall ensure that the existing water quality measures for all improved phases of the project are adhered to. Taylor Morrison Homes Section I Page 3 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Conditions of Approval, Planning Commission Resolution PC -14-52 dated November 12, 2014, Exhibit B, Code Requirements, Item 40: "Location of the BMPs shall not be within the public right-of-way." Conditions of Approval, Planning Commission Resolution PC -14-52 dated November 12, 2014, Exhibit B, Code Requirements, Item 41: "The project shall comply with the NPDES requirements, as follows: a. Construction General Permit Notice of Intent (NOI) Design: Prior tc the issuance of preliminary or precise grading permits, the project applicant shall provide the City Engineer with evidence that an NOI has been filed with the Storm Water Resources Control Board (SWRCB). Such evidence shall consist of a copy of the NOI stamped by the SWRCB or Regional Water Quality Control Board (RWQCB), or a letter from either agency stating that the NOI has been filed. b. Construction Phase Storm Water Pollution Prevention Plan (SWPPP): Prior to the issuance of grading permits, the applicant shall prepare a SWPPP that complies with the Construction Genera] Permit and will include at a minimum the following: c. Discuss in detail the BMPs planned for the project related to control of sediment and erosion, non -sediment pollutants, and potential pollutants in non -storm water discharges. d. Describe post -construction BMPs for the project. e. Explain the maintenance program for the project's BMPs f. List the parties responsible for the SWPPP implementation and the BMP maintenance during and after grading. The project Applicant shall implement the SWPPP and modify the SWPPP as direct by the Construction General Permit. Watershed -Based Plan Conditions Provide applicable conditions from A Watershed Infiltration and Hydromodification Management Plan watershed - based plans (WIHMP) for the Santa Ana River Watershed area has not been including WIHMPs and approved at this time. TMDLS. Taylor Morrison Homes Section I Page 4 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Section II Project Description III Project Description Description of Proposed Project Per Table 7.II-2 of the Model WQMP, Category 8: "All significant redevelopment projects, where significant redevelopment is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site. Redevelopment does not include routine maintenance activities that are i conducted to maintain original line and grade, hydraulic capacity, original purpose of the facility, or emergency redevelopment activity required to protect public health and safety. Development Category (Verbatim from WQMP): = If the redevelopment results in addition or replacement of less than 50 percent of the impervious area on-site and the existing development was not subject to WQMP requirement, the numeric sizing criteria discussed in Section 7.1I-2.0 only applies to the addition or replacement area. If the addition or replacement accounts for 50 percent or more of the impervious area, the Project WQMP requirements apply to the entire development." As this project is located in the North County Permit Area and meets Category 8 listed in Table TII-2, it is considered a Priority Project. ----------------------------- --------------------------- Project Area (ft2): 248,707 Number of Dwelling Units: 89 SIC Code: 1522 ------- - ----- =------------------------------------------------------------ ---------------------------------------------- The proposed mixed-use project involves development of 49 three- story, residential units and 40 three-story, live/work condominium units as part of Tract 17747 which is approximately 248,707 square feet. In addition to residential and live/work units, the development will include private drive aisles, landscaped neighborhood open space, utilities, tot lot, swimming pool/ recreational area, and other associated improvements. The 40 detached live/ work units are located within the southerly half a of the project site. The additional detached 49 residential units are located at the northerly half of the site. The live/work units consists of 2 plan types ranging in square footage from 1750 to 1890 square feet. As these units are combined with ...................---------------------------------------------------------------------------------------------------------------------- Narrative Project Description: Taylor Morrison Homes Section III Page 5 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Project Area Pre -Project Conditions Post -Project Conditions Drainage Patterns/ Connections -------------------------------------------------------------------------------------------------------------------------------- "work" space, the commercial aspect of these units applies to general office work for the business professional. The typical activities associated with food and eating are only that of the residential type as these are also "live" units and no outside areas or buildings are reserved for those functions. These live/work units will not contain any loading docks, delivery areas, equipment/ vehicle repair areas, or outdoor storage areas as all work is done within the "work" floor of each individual live/work unit and reserves work to only that of general office type activities. Meanwhile, the 49 residential units consisting of 2 plan types range in square footage from 1857 to 2290 square feet. One plan type contains 4 bedrooms and 3 bathrooms while the other contains 4 bedrooms and 3.5 bathrooms. A recreational area is located centrally to the project along the west boundary. This area will contain a swimming pool with associated restroom/equipment room, hardscaped activity court, tot lot, and open space recreation area. The project is bound by industrial buildings to the east, Whittier Avenue to the west, West 16th Street to the south, and an existing residential mobile home development to the north. The site is currently comprised of an aerospace manufacturing facility containing approximately four buildings. Additionally, a residential home exists along the western boundary located along Whittier Avenue. ---- = ------------------------------------------------------------ _------------ ---------------------------------------------- Pervious Impervious ---------------------------------------------------------------------------------------------------------------------- Area ------------------------------_-------------------------- Area = = Area = Percentage _ = Percentage (acres or sq ft) _ _ (acres or sq ft) =------------------------------ ------------------------- _------------------------------- _-------------------------- 0.37 ac = 6% = 5.34 ac = 94% -------------- 1.54 ac = 27% = 4.17 ac = 73% _-------------- ------------------ _-------------------------_------------------------------_- ------------------------ In its existing condition, the project site is relatively flat with an overall slope ranging approximately from 1% - 2% in a southwesterly direction with site elevation ranging from 107.5 feet above mean sea level down to 95 feet above mean sea level. Surface flow is conveyed to an existing concrete gutter which runs north to south along the entirety of the site. Flows are conveyed offsite onto 16t" St. where it is collected in an existing catch basin and storm drain system. An additional concrete gutter originating on the northwest corner of the site connects to the Taylor Morrison Homes Section III Page 6 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA north/ south trending concrete gutter where offsite flows are received onto the project site from Newhall St. and the existing residential mobile home development located north of Newhall St. Additional offsite flows are also received from a portion of the mobile home development located directly adjacent to the north boundary of the project site. In its proposed condition, underground storm facilities will be proposed for the site and connect to the existing storm drain system located on 16th St. This proposed storm drain system will also take in the offsite flows, mimicking the existing condition drainage pattern. Storm water runoff in the project's proposed state will surface flow to an onsite catch basin or area drain system prior to being conveyed to the onsite storm drain system then to the offsite storm drain. The portion of storm drain conveying off-site flows will be publicly maintained while storm drain only conveying the project's onsite flows will be privately maintained. Taylor Morrison Homes Section III Page 7 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA II.2 Potential Stormwater Pollutants Taylor Morrison Homes Section III Page 8 Pollutants of Concern Underline One: E=Expected to Pollutant be of concern Additional Information and Comments N=Not Expected to be of concern Suspended -Solid/ Sediment E N i ---'-------_----'---- Nutrients ...... _._.._.........__........................ ------ -----,---------'-- ------'---------------- E N Heavy Metals E N e s Pathogens (Bacteria/ Virus) x E N a ' f Pesticides E E N Oil and Grease E N — s Toxic Organic Compounds _..., --- ---------- ----------- ------ _-------------------------------------------------- .-------- ----------- .............. - E f N � � E Trash and Debris --------------------------------------- -------------._._..----------------------- E E N 1 Taylor Morrison Homes Section III Page 8 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA II.3 Hydrologic Conditions of Concern ® No - See map (Figure XVI -3d in Attachment D) ❑ Yes - Describe applicable hydrologic conditions of concern below. Conclusion: Per Section 5.3.1 of the Technical Guidance, the following calculations were developed: 1. (V 2 -year, post/ V2 -year, pre) < 1.05 (101,930 cf / 100,623 cf) =1.01 < 1.05 ✓ 2. Tc 2 -year, post =10.00 min; Tc2-year, pre 13.01 min= Tc 2 -year, post < Tc2-year, pre by 23% X* * Reference separate Hydrology & Hydraulics Study, prepared by C&V Consulting, Inc. dated 2/2015 for time of concentration information for the 2 -year storm event. Since the post -development time of concentration for the project site is less than the pre - development by more than 5%, HCOC's will be considered for project. II.4 Post Development Drainage Characteristics Existing land use consists of industrial business structures and mostly uncovered asphalt open parking and drive aisle area. The existing property is considered to be mostly impervious. The proposed development will improve pervious percentage by providing more landscaping than the existing condition. In lieu of primarily surface flow onto 16f St., the proposed project will use underground storm drain and area drain piping systems to convey flow to the offsite 16th St. storm drain system. Overall, peak flows are anticipated to be less than pre development flows. Per the hydrology report prepared by C&V Consulting, Inc. (See hydrology report's Appendix E for "Hydrographs for WQMP) 2 year peak site runoff post increases from 100,623 cubic feet pre development to 101,930 cubic feet post development which is just under 5%; Additionally time of concentration (Tc) is anticipated to be less then pre development Tc. 2 year Tc post decreases to 10.00 minutes from a 2 year Tc pre of 13.01 minutes. Taylor Morrison Homes Section III Page 9 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA II.5 Property Ownership/ Management The project site, (APN: 492-391-09, 492-391-10 and 492-391-12) located at 1620 -1644 Whittier Ave. & 97019th Street in the City of Costa Mesa is owned by Taylor Morrison of California, LLC. A homeowners association will be formed to be responsible for the long term maintenance of the project's stormwater facilities and all common areas. All infrastructure including utilities, with the exception of domestic water and the portion of storm drain inclusive of offsite flows, are private and will not transfer to any public agencies. Taylor Morrison Homes Section III Page 10 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Section III Site Description IIIA Physical Setting Planning Area/ Community Name = Mesa West Bluffs Urban Plan Area - Lighthouse 89 j 1620 -1644 Whittier Avenue & 94016th Street Location/ Address i Costa Mesa, Ca. Land Use Light Industry Zoning _._._.----------- _----------- - -----. MG- General Industrial Acreage 5.71 acres 1 Predominant Soil Type I Type D Taylor Morrison Homes Section III Page 11 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA III, 2 Site Characteristics Precipitation Zone 10.7" Per the Orange County Rainfall Zones Map, Figure XVI -1 of the Technical Guidance Document Per the Geotechnical Due Diligence Review prepared by Leighton and Associates, Inc., dated November 26, 2014 regarding topography, "The tentative tract map prepared by Hunsaker and Associates shows that the site elevations range from approximately Elevation 95 feet in the southwest to Elevation 107.5 feet above mean sea level (msl) in the northwest." Additionally per the Phase 1 Environmental Site Assessment prepared Topography by Leighton and Associates, Inc. dated December 10, 2014 regarding topography, "The subject site is located in Sections 20 of Township 6 South, Range 10 West of San Bernardino Baseline and Meridian. Topographic map coverage of the subject site vicinity is provided by the United States Geological Survey (USGS) 'Newport Beach, California' Quadrangle (1981). The elevation of the subject site is approximately 105 feet above mean sea level and slopes gently to the southeast." In its existing condition, the project site is relatively flat with an overall slope ranging approximately from 1% - 2% in a southwesterly direction with site elevation ranging from 107.5 feet above mean sea level down to 95 feet above mean sea level. Surface flow is conveyed to an existing concrete gutter which runs north to south along the entirety of the site. Flows are conveyed offsite onto 16th St. where it is collected in an existing catch basin and storm drain system. An additional concrete gutter originating on the northwest corner of the site connects to the north/ south trending Drainage concrete gutter where offsite flows are received onto the project site Patterns/Connections from Newhall St. and the existing residential mobile home development located north of Newhall St. Additional offsite flows are also received from a portion of the mobile home development located directly adjacent to the north boundary of the project site. In its proposed condition, underground storm facilities will be proposed for the site and connect to the existing storm drain system located on 16th St. This proposed storm drain system will also take in the offsite flows, mimicking the existing condition drainage pattern. Storm water runoff in the project's proposed state will surface flow Taylor Morrison Homes Section III Page 12 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA ------------- _._._....___._._ --------- _._.._._._._.__._._._._._._...._. to an onsite catch basin or area drain system prior to being conveyed to the onsite storm drain system then to the offsite storm drain. The portion of storm drain conveying off-site flows will be publicly maintained while storm drain only conveying the project's onsite flows will be privately maintained. Per the Geotechnical Due Diligence Review prepared by Leighton and Associates, Inc., dated November 26, 2014, "The proposed development is located at the southern margin of the Los Angeles Basin in the western region of Newport Mesa, a geographically distinct topographic feature that is traceable from south of San Onofre northward almost continuously to Dana Point. From Dana Point to Newport Beach, the terrace becomes semi continuous due to erosion. This wave -cut bench in Miocene and Pliocene shale deposits (Monterey Formation) has been by overlain middle to early Pleistocene paralic deposits consisting of marine strandline, beach, estuarine and non -marine colluvial deposits composed of silt, sand and cobbles" "The Site is mapped to be underlain by Quaternary -age very old Soil Type, Geology, and paralic deposits (terrace deposits) within the Newport Mesa (Morton Infiltration Properties and Miller, 2006). This unit was deposited along a wave -cut abrasion platform during the late to middle Pleistocene (Morton D.M., and Miller, F.K., 2006). These native soils onsite consist of silty i sandy clay and silty sand, as indicated in ASE's Preliminary Geotechnical Review Summary. Bedrock was not encountered in the ASE borings. It was noted that artificial fill was not encountered but may exist near the south property boundary along West 16+h Street. Undocumented fill should be anticipated at the Site." "Surface water infiltration rates were indicated as 0.04 inches per ' f hour (ASE, 2013)." Taylor Morrison Homes Section III Page 13 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Hydrogeologic (Groundwater) Conditions Geotechnical Conditions (relevant to infiltration) Off -Site Drainage Utility and Infrastructure Information Taylor Morrison Homes rCO/7th eat Per the Geotechnical Due Diligence Review prepared by Leighton and Associates, Inc., dated November 26, 2014 regarding groundwater "Review of the Seismic Hazard Zone Report for the Anaheim and Newport Beach Quadrangles, Orange County, California, Plate 1.2b, Ground Water Newport Beach (CGS, 1997) indicates historical high groundwater of at least 30 feet below existing grade. Shallower groundwater may be present during times of seasonally high precipitation in the drainage swales located south of the site. Groundwater at the site is reported at depths of approximately 42 feet below ground surface (bgs) in the eastern portion of the site to approximately 60 feet bgs in the northwestern portion of the site. Groundwater flow is reported to be in a southwesterly direction at a gradient of 0.0068 feet per foot (ERM, 2014)." "Seasonal fluctuations in groundwater elevations should be anticipated over time. Local perched groundwater conditions or surface seepage may develop once site development is completed and landscape irrigation commences." Per the Geotechnical Due Diligence Review prepared by Leighton and Associates, Inc., dated November 26, 2014, "Surface water infiltration rates were indicated as 0.04 inches per hour (ASE, 2013)." Furthermore, infiltration is not recommended as the site is E predominantly Soil Group D which has the highest potential for runoff and lowest infiltration rate among the soil group. Off-site drainage is accounted for as flows are received onto the project site from Newhall St. and the existing residential mobile home development located north of Newhall St. Additional offsite flows are also received from a portion of the mobile home development located directly adjacent to the north boundary of the project site. An existing underground storm drain exists directly adjacent to the site within 16th St. An onsite storm drain will be proposed and will connect to the existing storm drain system. The proposed development is designed to convey runoff through surface drainage and small area drain systems on site into the aforementioned Section III Page 14 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA proposed onsite storm drain. Any existing water and sewer utilities will be removed and/or abandoned. New proposed water utilities will connect to the local water mains on Whittier Ave. and 16th St. New proposed sewer utilities will connect to the mainlines also located on Whittier Ave. and 16th St. III.3 Watershed Description Receiving Waters Newport Slough, Semeniulc Slough, Santa Ana River Reach 1, and the f pacific Ocean 303(d) Listed Impairments Pathogens (Enterococcus, Fecal Coliform, Total Coliform) Applicable TMDLs Currently no TMDLs have been established for the 303(d) listed --------- ---........... ... .......... pollutants as their expected completion date is 2021 _.-....... ._.._...-...... ......._............_......_..... ...... -_..... ...................... _.-.......... ... _...... -.-.......................................... _.... .-------------- .......... _..... ... ......... ._. Pollutants of Concern for i the Project the i t Environmentally Sensitive and Special Biological There are no Areas of Special Biological Significance nor are there Significant Areas any Environmentally Sensitive Areas. i Taylor Morrison Homes Section III Page 15 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Section IV Best Management Practices (BMPs) IV. 1 Project Performance Criteria (NOC Permit Area only) Is there an approved WIHMP or equivalent for the project area that includes more stringent LID feasibility YES ❑ NO criteria or if there are opportunities identified for implementing LID on regional or sub -regional basis? If yes, describe WIHMP feasibility criteria or n/a regional/sub- regional LID opportunities. Per 7.II-2.4.2.3 of the Model WQMP, HCOC exists for when the post - construction time of concentration decreases beyond 5% and volume of If HCOC exists, list storm water increases beyond 5% of a 2 -yr storm event thus potentially applicable increasing the downstream erosion and adversely impacts on physical hydromodification structure, aquatic, and riparian habitat. control performance If the excess volume cannot feasibly be retained, then retain the excess criteria (Section 7.II- volume from the 2 -year runoff event to the maximum extent possible and 2.4.2.2 in MWQMP) implement on-site hydromodification controls such that post -development runoff 2 -year peak flow rate is not greater than 110% of the pre - development runoff 2 -year peak flow rate. List applicable LID Per 7.II-2.4.2.3 of the Model WQMP, the available LID Treatment BMPs to performance criteria be utilized in reducing the post -development impacts include shallow (Section 7.I1-2.4.3 infiltration, harvest and use, evapotranspiration, or biotreatment/biofilter, from MWQMP) of the 85th percentile of a 24-hour storm event. Taylor Morrison Homes Section V Page 16 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Taylor Morrison Homes Section V Page 17 Per 7.II-3.2.2 of the Model WQMP, if the LID performance criteria is not feasibly met by retention and/or biotreatment, then sizing of onsite treatment control BMPs are required. Sizing of these treatment control List applicable BMPs will include, if applicable, any Water Quality credits as calculated treatment control per the Technical Guidance Document. If the additional required volume BMP performance cannot be met, however has a medium to high effectiveness for reducing criteria (Section 7.II- the primary POCs, the project is considered to be in compliance, then a 3.2.2 from waiver application and participation in an alternative program may be not MWQMP) required. If the cost of providing treatment control BMPs greatly outweighs the pollution control benefits, a waiver of treatment control and LID requirements can be requested. (Simple Method) Calculate LID DCVEx = (0.75 x 0.94+ 0.15) x 0.70 x 5.71 ac x 43560 sf/ac x (1/12) in/ ft design storm =12,405 CF capture volume for DCVPROP = (0.75 x 0.73 + 0.15) x 0.70 x 5.71 ac x 43560 sf/ac x (1/12) in/ft Project. =10,120 CF For flow calculations see Attachment C Worksheet D. Taylor Morrison Homes Section V Page 17 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA IV.2. SITE DESIGN AND DRAINAGE PLAN The project site is approximately 5.71 acres/248,707 square feet and consisting of 89 numbered lots and 11 lettered lots. The project is located north along 16th. St., east of Whittier Ave. The project is bound by industrial buildings to the east, Whittier Avenue to the west, West 161h Street to the south, and an existing residential mobile home development to the north. Currently, the lots are occupied by a small businesses and storage facility. The site includes two building structures associated with the small business and storage facility. The proposed development consists of construction of 49 residential units and 40 live/work units with associated improvements, utilities (including storm drain system), and landscaping. As the existing condition is mostly impervious, the proposed development increases pervious area and only increases peak flows in compared to pre -development flows by less than 5%. The proposed development is designed to convey runoff through surface drainage and small area drain systems on site into an onsite storm drain system which will enter catch basin tree box biofiltration systems and underground vault style filtration systems prior to conveying flows out to the offsite storm drain system on 16th St. Infiltration BMPs will not be proposed as the site consists primarily of D type soils which are not conducive to infiltration. . The Katchall Kleenspout Cast -In -Place Filtration Vault (or an approved equal) and the Filterra Bioretention System are proposed to be used for treatment of stormwater. The Filterra system built with internal high flow bypass is designed to be used in lieu of a standard catch basin while the filtration vault is designed to be placed in line with the proposed area drain system. The Katchall Kleenspout and Filterra System is effective in removing the pollutants of concern generated by the proposed project development. See Attachment B for Site and Drainage Plan for location of selected BMPs including the Katchall Kleenspout and Filterra Bioretention System. Taylor Morrison Homes Section II Page 18 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA IV.3 LID BMP SELECTION AND PROJECT CONFORMANCE ANALYSIS IV.3.1 Hydrologic Source Controls Name Included? Localized on -lot infiltration ❑ Impervious area dispersion (e.g. roof top disconnection) Street trees (canopy interception) ❑ Residential rain barrels (not actively managed) ❑ Green roofs/ Brown roofs ❑ Blue roofs ❑ Impervious area reduction (e.g. permeable pavers, site design) Impervious area dispersion refers to the practice of routing runoff from impervious areas, such as rooftops, walkways, and patios onto the surface of adjacent pervious areas. Runoff is dispersed uniformly via splash block or dispersion trench and soaks into the ground as it move slowly across the surface of pervious areas. Minor ponding may occur, but it is not the intent of this practice to actively promote localized on -lot storage. Each lot's building unit has been designed to collect the roof runoff by downspouts which will outlet the drainage on to a pervious surface (landscaping). The downspouts will utilized splash blocks to prevent erosion and allow for minor infiltration to occur prior to the runoff entering the area drain system. An area drain system will be located throughout the project that will collect the excess routed runoff. Impervious area reduction: The site has been designed to include more landscaping areas to a pre-existing 94% impervious site. A decrease of 21 % imperviousness is proposed. Taylor Morrison Homes Section II Page 19 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA IV.3.2 Infiltration BMPs Name Included? Bioretention without underdrains ❑ Rain gardens ❑ Porous landscaping ❑ Infiltration planters ❑ Retention swales ❑ Infiltration trenches ❑ Infiltration basins ❑ Drywells ❑ Subsurface infiltration galleries ❑ French drains ❑ Permeable asphalt ❑ Permeable concrete ❑ Permeable concrete pavers ❑ No infiltration BMPs will be utilized for this project as the site consists mostly of D type soils. Taylor Morrison Homes Section II Page 20 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs Name Included? All HSCs; See Section IV.3.1 ❑ Surface -based infiltration BMPs ❑ Biotreatment BMPs ❑ Above -ground cisterns and basins ❑ Underground detention ❑ No Evapotranspiration, Rainwater Harvesting BMPs will be utilized for this project. IV.3.4 Biotreatment BMPs Name Included? Bioretention with underdrains ❑ Stormwater planter boxes with underdrains ❑ Rain gardens with underdrains ❑ Constructed wetlands ❑ Vegetated swales ❑ Vegetated filter strips ❑ Proprietary vegetated biotreatment systems ❑ Wet extended detention basin ❑ Dry extended detention basins ❑ Other: Katchall Kleenspout Filtration Vault Other: Filterra Bioretention System Taylor Morrison Homes Section II Page 21 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA The Filterra Bioretention System will treat all flows tributary to drive aisles while all other flows tributary to landscaping and open space will be treated within the Katchall Kleenspout Filtration Vault. See Worksheet D within Attachment C of this report for calculations of the total required treatment flow. The separate DMA design flow rates are prorated below based on the DMA's acreage. Drainage Design Management Area (ac) Flow Rate BMP Size/Model Treatment Capacity Area (DMA) (cfs) (cfs) (1) Filterra Bioretention System Al 0.70 0.10 6'x8' FTST 0.111 (1) Filterra Bioretention System Az 0.64 0.09 6'x8' FTST 0.111 (1) Filterra Bioretention System A 3 o. 53 o.o 7 q °x8' FTST 0.074 (1) Filterra Bioretention System A4 0.31 0.04 4 x6.5 FTST 0.055 (1) Filterra Bioretention System A5 o.67 0.10 6'x8' FTST 0.111 (1) Filterra Bioretention System A6 0.53 0.07 4'x8' FTST 0 074 (1) Kleenspout Cast -In -Place A7 0.26 0.04 Filtration Vault Model 232 1.2 (Filtered Flow) (1) Filterra Bioretention System A8 0-55 0.o8 6'x6' FTST o 083 (r) Kleenspout Cast -In -Place A9 0.25 0.03 Filtration Vault Model 232 1.2 (Filtered Flow) (1) Filterra Bioretention System A10 0.72 0.10 6'x8' FTST 0'111 (1) Filterra Bioretention System An o. 55 o.o8 6'X6' FTST o'083 I 5.71 0.80 Taylor Morrison Homes Section II Page 22 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA IV.3.5 Hydromodification Control BMPs BMP Name BMP Description Impervious Area Dispersion will be utilized for each unit rear or side yard areas. Roof runoff will be collected in a series of roof downspouts and outlet Impervious Area Dispersion the runoff to splash blocks which will drain into pervious surfaces. The pervious surfaces will have an area drain system that will convey the stormwater from the backyards to Katchall filtration vaults. IV.3.6 Regional/Sub-Regional LID BMPs Regional/Sub-Regional LID BMPs N/A IV.3.7 Treatment Control BMPs Treatment Control BMPs BMP Name BMP Description The Filterra Bioretention System is a proprietary vegetated biotreatment system. The system uses linear wetlands technology which employs mixed Filterra Bioretention System planting media that filters storm water runoff through a natural process. These units are capable of removal of heavy metals, oil and grease, pathogens, nutrients, phosphates, phosphorus, and nitrogen. Taylor Morrison Homes Section II Page 23 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Taylor Morrison Homes Section II Page 24 This system was sized based on Capture Efficiency Method for Flow -Based BMPs as guided per Worksheet D in Attachment C. The highest required design flow rate per this worksheet prorated yields 0.10 cfs. The Filterra Bioretention System Models proposed are capable of treating the required design flow rate. See table in IV.3.4. The manufacturer Contech Engineered Solutions provided these sizes and treatment capacity numbers upon review of the site. A detail of the system is provided in Attachment E. The Katchall Kleenspout is an underground filtration vault comprised of weir wall filters. The vault is precast and set flush with finish grade. The units are capable of removal of heavy metals, oil and grease, pathogens, nutrients, phosphates, phosphorus, and nitrogen. Katchall Kleenspout Filtration Vault This system was sized based on Capture Efficiency Method for Flow -Based BMPs as guided per Worksheet D in Attachment C. The highest required design flow rate per this worksheet prorated yields 0.04 cfs. The Katchall Kleenspout model #232 proposed is capable of treating 1.2 cfs, approximately 30 times the amount of the required design flow rate. A detail of the system is provided in Attachment E. Taylor Morrison Homes Section II Page 24 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA IV.3.8 Non-structural Source Control BMPs Non -Structural Source Control BMPs Check One Identifier Name If not applicable, state brief Included Not reason Applicable N1 Education for Property Owners, ® ❑ Tenants and Occupants ....... ........... N2 ...------------------------------------------------ Activity Restrictions ...,...........,.....-------- ® � --------------------------------------------- .............. N3 Common Area Landscape ..................................... ® ❑ ......•-------_--_----_-- __._......_.. - Management ------------------ N4 ---------------------------------_-_------......----- BMP Maintenance ..................................... ® 1:1.................... --_._._-_....------...._....__.. ....... ..... 5-------- -----------............................................................ --------------------------------•-_----- Title 22 CCR Compliance (How ..................................... ® ❑ ............-------------------------------- development will comply) ...........------ --- --- ---- -- ----------------------------- - Lo cal Local Industrial Permit Compliance ........,....................,..... ❑ ® ------------ ----- --- - Residential Project ................... ----------------------------------------------------- ......................................__----•-----------.....-.. ---------• -•---- Primarily residential project N7 Spill Contingency Plan ❑ ® with no stockpiling of cleanup materials; no spill contingency .......N8........ ..................................... plan required. --- I----------- ------------------ Underground Storage Tank ❑ ® No proposed underground Compliance storage tanks .................... ------------------------------------------------------ ----------------- -------------------- -------------------------------- - ------------ Primarily residential project as N9 Hazardous Materials Disclosure ❑ ® no handling or disposal of Compliance hazardous materials will be . ................. ----- ------------------- ................................... part of its routine operation. N10 Uniform Fire Code Implementation ® ❑ .----------------- Nll --------------------- -------------- Common Area Litter Control .................................. ® ❑ ..,............... N12 -------------------------------------------------- Employee Training -------.............. ® ........ � ----...--...............-................... ................... N13 ---- ------------------------- -- ---- Housekeeping of Loading Docks .........,......................... ❑ ® - ---- ---- --------- .... No proposed loading docks ............------- N14 ------------ ---------------------- ------------- Common Area Catch Basin Inspection .............., ® .................... ❑ - ,........... N15 ----- Street Sweeping Private Streets and .............,............... ® .----------------------------------------------- ----. ❑ Parking Lots ............------- N16 ---------------------------- Retail Gasoline Outlets .............., ❑ .................... ® -- --- - ---- - ------- No proposed gasoline outlet Taylor Morrison Homes Section IV Page 25 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Education for Property Owners, Tenants and Occupants Practical informational materials will be provided to homeowners, HOA, and employees on general good housekeeping and commercial office practices that contribute to protections of storm water quality. Among other things, these materials will describe the use of chemicals (including household type) that should be limited to the property, with no discharge of specified wastes via hosing or direct discharge to gutters, catch basins and storm drains. Initially Taylor Morrison Homes, LLC will provide these materials. Thereafter, such materials will be available through the HOA education program when the HOA is formed. This program must be maintained, enforce, and updated periodically by the HOA. Educational materials including, but not limited to, the materials included in Attachment A of this WQMP will be made available to the homeowners, employees, and contractors of the HOA. Activity Restrictions Activities on this site will be limited to activities related to residential living. The project's Conditions, Covenants, and Restrictions (CC&Rs) will outline the activities that are restricted on the property. This is to be enforced by the HOA and is ongoing. Common Area Landscape Management Management programs will be designed and established by the HOA and may contract a landscape maintenance contractor, who will maintain the common areas within the project site. This regular maintenance should occur on a monthly basis. BMP Maintenance The HOA will be responsible for implementing each of the BMPs detailed in this plan. The HOA will also be responsible for cleaning and maintaining the BMPs on a regular basis. See Section V for maintenance frequency. Title 22 CCR Compliance The HOA will comply with this regulation. Uniform Fire Code Implementation The HOA will comply with this code. Common Area Litter Control The HOA will be required to implement trash management and litter control procedures in the common areas. The HOA may also contract a landscape maintenance contractor to provide this service during regularly scheduled weekly maintenance. Employee Training A training program will be established by the HOA as it would apply to future employees, contractors, and homeowners to inform and train in maintenance activities regarding the impact of dumping oil, paints, solvents, or other potentially harmful chemicals into storm drains; the proper Taylor Morrison Homes Section IV Page 26 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA use of fertilizers and pesticides in landscaping maintenance practices; and the impacts of littering and improper water disposal. The HOA or hired contractor will conduct the training on a yearly basis. See Attachment A for examples of educational materials that will be provided to the Employees. Common Area Catch Basin Inspection The HOA will maintain the drainage system, including catch basins. Inspections weekly and necessary cleaning is to be done prior to storm season. Street Sweeping Private Streets and Parking Lots The HOA shall have all streets and parking lots swept on a weekly basis or as needed. Taylor Morrison Homes Section IV Page 27 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA IV.3.9 Structural Source Control BMPs Structural Source Control BMPs Check One Identifier Name If not applicable, state brief Included Not reason Applicable S1 Provide storm drain system stenciling ® ❑ and signage S2 Design and construct outdoor material to ❑ No proposed outdoor storage storage areas reduce pollution introduction areas S3 Design and construct trash and waste to ❑ ® Individual owners are provided storage areas reduce pollution with their own trash bins. introduction Use efficient irrigation systems & S4 landscape design, water conservation, ® ❑ smart controllers, and source control S5 Protect slopes and channels and El ® No proposed slopes provide energy dissipation Incorporate requirements applicable to individual priority project categories ® ❑ (from SDRWQCB NPDES Permit) S6 Dock areas ❑ ® No proposed docks S7 Maintenance bays ❑ ® No proposed maintenance bays S8 Vehicle wash areas ❑ ® No proposed vehicle wash areas S9 Outdoor processing areas ❑ No proposed outdoor processing areas S10 Equipment wash areas ❑ No proposed equipment wash areas S11 Fueling areas ❑ ® No proposed fueling areas S12 Hillside landscaping ❑ ® Project not located within hillside areas S13 Wash water control for food ❑ ® No proposed food preparation preparation areas areas S14 Community car wash racks ElNo proposed community car wash racks Taylor Morrison Homes Section IV Page 28 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 -1644 Whittier Ave. & 970 16th St. Costa Mesa, CA IV.4 ALTERNATIVE COMPLIANCE PLAN (IF APPLICABLE) IV.4.1 Water Quality Credits Description of Proposed Project Project Types that Qualify for Water Quality Credits (Select all that apply): - --Y-- ----- ---- --- ----------- ❑Redevelopment ❑BrownfieId redevelopment, meaning ❑ Higher density development projects which projects that reduce the ; redevelopment, expansion, or reuse of real include two distinct categories (credits can only overall impervious property which may be complicated by the be taken for one category): those with more than footprint of the project presence or potential presence of hazardous seven units per acre of development (lower credit site. substances, pollutants or contaminants, and allowance); vertical density developments, for c which have the potential to contribute to example, those with a Floor to Area Ratio (FAR) adverse ground or surface WQ if not of 2 or those having more than 18 units per acre redeveloped. (greater credit allowance). ❑ Mixed use development, such as a -�- ❑ Transit -oriented developments, such as a mixed ❑ Redevelopment combination of residential, commercial, use residential or commercial area designed to projects in an established industrial, office, institutional, or other land maximize access to public transportation; similar to historic district, historic uses which incorporate design principles = above criterion, but where the development center is preservation area, or that can demonstrate environmental benefits within one half mile of a mass transit center (e.g. bus, similar significant city that would not be realized through single : rail, light rail or commuter train station). Such area including core City use projects (e.g. reduced vehicle trip traffic projects would not be able to take credit for both Center areas (to be with the potential to reduce sources of water categories, but may have greater credit assigned defined through or air pollution). :mapping). — — ---- -� - - - - - — --- —---------- -- -- ❑ ; ❑Live -work developments, a ❑In -fill projects, the ❑Developments with ❑ Developments ? variety of developments designed conversion of empty lots dedication of undeveloped •, m historic storic to support residential and and other underused portions to parks, : districts or : vocational needs together - ;spaces into more in a city center p preservation areas and :area. historic ; similar to criteria to mixed use beneficially used spaces, other pervious uses. ?preservation E development; would not be able 2 such as residential or areas. ' to take credit for both categories. commercial areas. Calculation of Water Quality The entire DCV for the project site is being treated by the LID BMPs. Water quality credits will Credits not be used. (if applicable) Taylor Morrison Homes Section IV Page 29 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA IV.4.2 Alternative Compliance Plan Information There is no alternative Compliance Plan Information. Taylor Morrison Homes Section IV Page 30 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 97016th St. Costa Mesa, CA Section V Inspection/ Maintenance Responsibility for BMPs I BMP Inspection/Maintenance I Inspection/ . Minimum Reponsible " Maintenance .. BMP Frequency of Party(s) Activities Activities Required Yvonne Benschop- Land Project Manager -Taylor Morrison of California, LLC -100 WQMP to be a part of Education for Spectrum Center Title Documents as As needed for Property Owners, Drive, Suite 1450, part of purchase. property sales and Tenants, & Irvine, Ca. 92618- (949-341-1210) and Taylor Morrison or once a year for Occupants (N1) individual HOA to give yearly reporting to residents. homeowners. HOA to report to residents. assume responsibility from Taylor Morrison upon formation Yvonne Benschop- Land Project Manager -Taylor Morrison of California, LLC -100 CC&Rs provided at CC&Rs provided with Spectrum Center time of sale and will property sales. Issue Activity Restrictions Drive, Suite 1450, identify activity letters of non - (N2) Irvine, Ca. 92618- restrictions for compliance, as needed (949-341-1210). HOA property and the by Taylor Morrison or to assume neighbourhood. HOA. responsibility from Taylor Morrison upon formation Taylor Morrison Homes Section VI Page 31 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Taylor Morrison Homes Section VI Page 32 Yvonne Benschop- Taylor Morrison, HOA, Land Project Manager or appointed Property -Taylor Morrison of management California, LLC -100 company to provide Spectrum Center maintenance of Regular maintenance Common Area Drive, Suite 1450, landscaping to meet once a week and Landscape Irvine, Ca. 92618- current water monthly inspections Management (N3) (949-341-1210). HOA efficiency and keep to determine to assume plants healthy and bio deficiencies. responsibility from areas maintained with Taylor Morrison upon proper soil formation amendments. Yvonne Benschop- Land Project Manager -Taylor Morrison of Taylor Morrison, HOA, California, LLC -100 or appointed Property Regular maintenance Spectrum Center management once a week and BMP Maintenance Drive, Suite 1450, company to provide monthly inspections (N4) Irvine, Ca. 92618- maintenance of BMPs to determine (949-341-1210). HOA per the requirements deficiencies. to assume of the WQMP. responsibility from Taylor Morrison upon formation Yvonne Benschop- Land Project Manager -Taylor Morrison of Taylor Morrison, HOA, California, LLC -100 or appointed Property Common Area Litter Spectrum Center Drive, Suite 1450, Management Regular maintenance Control (N11) Irvine, Ca. 92618- Company to provide once a week. (949-341-1210). HOA maintenance and to to assume empty common area responsibility from trash cans if any. Taylor Morrison upon formation Yvonne Benschop- Taylor Morrison, HOA, Common Area Catch Land Project Manager or appointed Property Basin Inspection and -Taylor Morrison of Management Implement as needed. Stencil (N14 and S1) California, LLC -100 Company to provide Spectrum Center maintenance and to Drive, Suite 1450, inspect for Taylor Morrison Homes Section VI Page 32 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Taylor Morrison Homes Section VI Page 33 Irvine, Ca. 92618- obstruction and (949-341-1210). HOA buildup within catch to assume basins and wear of responsibility from catch basin stenciling. Taylor Morrison upon formation Yvonne Benschop- Land Project Manager -Taylor Morrison of California, LLC -100 Taylor Morrison, HOA, Street Sweeping Spectrum Center or appointed Property Regular street Private Streets and Drive, Suite 1450, Management sweeping weekly or as Parking Lots (N15) Irvine, Ca. 92618- Company to provide needed. (949-341-1210). HOA maintenance of to assume Private Streets. responsibility from Taylor Morrison upon formation Yvonne Benschop- Land Project Manager Taylor Morrison, HOA, -Taylor Morrison of or appointed Property California, LLC -100 Management Regular maintenance Efficient Irrigation Spectrum Center Company to provide once a week and Systems &Landscape Drive, Suite 1450, maintenance of monthly inspection to Design (S4) Irvine, Ca. 92618- landscaping to meet determine (949-341-1210). HOA current water deficiencies. to assume efficiency standards, responsibility from and keep plants Taylor Morrison upon healthy. formation Yvonne Benschop- Serviced per Land Project Manager guidelines of -Taylor Morrison of Taylor Morrison or manufacturer's California, LLC -100 HOA to inspect vault (Katchall) Spectrum Center for accumulation of recommendations. 3 Katchall Kleenspout Drive, Suite 1450, trash/debris and times during the first Irvine, Ca. 92618- clean as needed. year of use, before (949-341-1210). HOA Inspect for every rainy season. to assume obstruction and build Twice during wet responsibility from up to weir wall filters. season and once Taylor Morrison upon during dry season formation thereafter. Taylor Morrison Homes Section VI Page 33 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Operation/Maintenance Funding after Project Completion The post -construction BMPs as described above will be funded and maintained by the property owner until a Homeowner's Association (HOA) is established upon which the HOA assumes responsibility. Contact: Yvonne Benschop Taylor Morrison of California, LLC 100 Spectrum Center Drive, Suite 1450 Irvine, Ca. 92618 (949) 341-1210 YBenschop@taylormorrison.com Taylor Morrison Homes Section VI Page 34 Yvonne Benschop- Land Project Manager Taylor Morrison or Regular maintenance -Taylor Morrison of HOA to provide prior to, during, and California, LLC -100 maintenance of following the rainy Spectrum Center systems. Remove season. Service a Filterra Bioretention Drive, Suite 1450, trash debris and minimum of one time System Irvine, Ca. 92618- sediment per year or as (949-341-1210). HOA accumulation after necessary. Refer to to assume storm events. Replace Attachment E for responsibility from media as required. additional Taylor Morrison upon Repair as needed. information. formation Operation/Maintenance Funding after Project Completion The post -construction BMPs as described above will be funded and maintained by the property owner until a Homeowner's Association (HOA) is established upon which the HOA assumes responsibility. Contact: Yvonne Benschop Taylor Morrison of California, LLC 100 Spectrum Center Drive, Suite 1450 Irvine, Ca. 92618 (949) 341-1210 YBenschop@taylormorrison.com Taylor Morrison Homes Section VI Page 34 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Section VI Site Plan and Drainage Plan VI.1 SITE PLAN AND DRAINAGE PLAN *See WQMP Exhibit in Attachment B Taylor Morrison Homes Section VI Page 35 Priority Project Water Quality Management Plan (WQMP) Tract No. 17747 1620 —1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Section VII Educational Materials Education Materials' Residential Material (http://www.ocwatersheds.com) Check If Applicable Business Material (http://www.ocwatersheds.com) Check If Applicable The Ocean Begins at Your Front Door ® Tips for the Automotive Industry ❑ Tips for Car Wash Fund-raisers ❑ Tips for Using Concrete and Mortar ❑ Tips for the Home Mechanic ® Tips for the Food Service Industry ❑ Homeowners Guide for Sustainable Water Use ® Proper Maintenance Practices for Your Business ❑ Household Tips Other Material Check If Attached Proper Disposal of Household Hazardous Waste ® Recycle at Your Local Used Oil Collection Center (North County) ® ❑ Recycle at Your Local Used Oil Collection Center (Central County) ❑ ❑ Recycle at Your Local Used Oil Collection Center (South County) ❑ ❑ Tips for Maintaining a Septic Tank System ❑ ❑ Responsible Pest Control ® ❑ Sewer Spill ❑ ❑ Tips for the Home Improvement Projects ® ❑ Tips for Horse Care ❑ ❑ Tips for Landscaping and Gardening ® ❑ Tips for Pet Care ® ❑ Tips for Pool Maintenance ❑ ❑ Tips for Residential Pool, Landscape and Hardscape Drains ❑ ❑ Tips for Projects Using Paint ® ❑ Taylor Morrison Homes Section VII Page 36 Attachment A Follow these simple steps to help reduce water pollution: Household Activities ■ Do not rinse spills with water. Use dry cleanup methods such as applying cat litter or another absorbent material, sweep and dispose of in the trash. Take items such as used or excess batteries, oven cleaners, automotive fluids, painting products and cathode ray tubes, like TVs and computer monitors, to a Household Hazardous Waste Collection Center (HHWCC). ■ For a HHWCC near you call (714) 834-6752 or visit www.oclandfills.com. ■Do not hose down your driveway, sidewalk or patio to the street, gutter or storm drain. Sweep up debris and dispose of it in the trash. Automotive ■Take your vehicle to a commercial car wash whenever possible. If you wash your vehicle at home, choose soaps, cleaners, or detergents labeled non-toxic, phosphate- free or biodegradable. Vegetable and citrus -based products are typically safest for the environment. ■Do not allow washwater from vehicle washing to drain into the street, gutter or storm drain. Excess washwater should be disposed of in the sanitary sewer (through a sink or toilet) or onto an absorbent surface like your lawn. ■Monitor your vehicles for leaks and place a pan under leaks. Deep your vehicles well maintained to stop and prevent leaks. ®Never pour oil or antifreeze in the street, gutter or storm drain. Recycle these substances at a service station, a waste oil collection center or used oil recycling center. For the nearest Used Oil Collection Center call 1-800-CLEAT\TUP or visit wivw.1800cleanup.org. Pool Maintenance ■Pool and spa water must be dechlorinated and free of excess acid, alkali or color to be allowed in the street, gutter or storm drain. ■When it is not raining, drain dechlorinated pool and spa water directly into the sanitary sewer. ■Some cities may have ordinances that do not allow pool water to be disposed of in the storm drain. Check with your city. Landscape and Gardening ■Do not over -water. Water your lawn and garden by hand to control the amount of water you use or set irrigation systems to reflect seasonal water needs. If water flows off your yard onto your driveway or sidewalk, your system is over -watering. Periodically inspect and fix leaks and misdirected sprinklers. ■Do not rake or blow leaves, clippings or pruning waste into the street, gutter or storm drain. Instead, dispose of waste by composting, hauling it to a permitted landfill, or as green waste through your city's recycling program. ■Follow directions on pesticides and fertilizer, (measure, do not estimate amounts) and do not use if rain is predicted within 48 hours. ■Take unwanted pesticides to a HHWCC to be recycled. For locations and hours of HHWCC, call (714) 834-6752 or visit www.oclandfills.com. Trash ■Place trash and litter that cannot be recycled in securely covered trash cans. ■Whenever possible, buy recycled products. ■Remember: Reduce, Reuse, Recycle. Pet Care ■Always pick up after your pet. Flush waste down the toilet or dispose of it in the trash. Pet waste, if left outdoors, can wash into the street, gutter or storm drain. ■ If possible, bathe your pets indoors. If you must bathe your pet outside, wash it on your lawn or another absorbent/permeable surface to keep the washwater from entering the street, gutter or storm drain. ■Follow directions for use of pet care products and dispose of any unused products at a HHWCC. Did You Know? Sources of Non -Point Source Pollution The Effect on the Ocean ■Most people believe that the largest source of water pollution in urban areas comes from specific sources such as factories and sewage treatment plants. In fact, the largest source of water pollution comes from city streets, neighborhoods, construction sites and parking lots. This type of pollution is sometimes called "non -point source" pollution. ®There are two types of non -point source pollution: stormwater and urban runoff pollution. ■ Stormwater runoff results from rainfall. When rainstorms cause large volumes of water to rinse the urban landscape, picking up pollutants along the way. ■Urban runoff can happen any time of the year when excessive water use from irrigation, vehicle washing and other sources carries trash, lawn clippings and other urban pollutants into storm drains. Where Does It Go? ■Anything we use outside homes, vehicles and businesses --like motor oil, paint, pesticides, fertilizers and cleaners can be blown or washed - into storm drains. ■Alittle waxer from a garden hose or rain can also send materials into storm drains. ■Storm drains are separate from our sanitary sewer systems; unlike water in sanitary sewers' (from sinks or toilets), water in storm drains is not treated before entering our waterways.' ■Automotive leaks and spills. ■ Improper disposal of used oil and other engine fluids. ■Metals found in vehicle exhaust, weathered paint, rust, metal plating and tires. ■Pesticides and fertilizers from lawns, gardens and farms. ■Improper disposal of cleaners, paint and paint removers. ■ Soil erosion and dust debris from landscape and construction activities. ■Litter, lawn clippings, animal waste, and other organic matter. ■Oil stains on parking lots and paved surfaces. Stormwater quality management programs have been developed throughout Orange County to educate and encourage the public to protect water quality, monitor runoff in the storm drain system, investigate illegal dumping and maintain storm drains. Support from Orange County residents and businesses is needed to improve water quality and reduce urban runoff pollution. Proper use and disposal of materials will help stop pollution before it reaches the storm drain and the ocean. California Environmental Protection Agency www.calepa.ca.gov • Air Resources Board www.arb.ca.gov • Department of Pesticide Regulation www.cdpr.ca.gov • Department of Toxic Substances Control www.dtsc.ca.gov • Integrated Waste Management Board www.ciwmb.ca.gov • Office of Environmental Health Hazard Assessment www.oehha.ca.gov • State Water Resources Control Board www.waterboards.ca.gov Earth 911 - Community -Specific Environmental Information 1 -800 -cleanup or visit www. 1800cleanup. org Health Care Agency's Ocean and Bay Water Closure and Posting Hotline (714) 433-6400 or visit www.ocbeachinfo.cotn Integrated Waste Management Dept. of Orange County (714) 8346752 or visit www.oclandfills.com for information on household hazardous waste collection centers, recycling centers and solid waste collection O.C. Agriculture Commissioner (.714) 447--7100 or visit www.ocagcomrn.com Stormwater Best Management Practice Handbook Visit www.cabmphandbooks.com UC Master Gardener Hotline (714) 708-1646 or visit www.uccemg.com The Orange County Stormwater Program has created and moderates an electronic mailing list to facilitate communications, take questions and exchange ideas among its users about issues and topics related to stormwater and urban runoff and the implementation of program elements. Aliso Viejo .... . . ....... . . . . ..... (949) 425-2535 Anaheim Public Works Operations . . . ..... (714) 765-6860 Brea Engineering ......... . .. .... .. (714) 990-7666 Buena Park Public Works .... . . . .... .. (714) 562-3655 Costa Mesa Public Services . .. . . . . .... .. (714) 754-5323 Cypress Public Works ...... . . ...... . . (714) 229-6740 Dana Point Public Works ... . . ... . . . . . . (949) 248-3584 Fountain Valley Public Works . ... . ... . .. (714) 593-4441 Fullerton Engineering Dept ...... .. . .. .. (714) 738-6853 Garden Grove Public Works .... . .. ..... (714) 741-5956 Huntington Beach Public Works . ... . . . .. (714) 536-5431 Irvine Public Works . .. . .... . . . .... .. (949) 724-6315 La Habra Public Services ..... . . . . ..... (562) 905-9792 La Palma Public Works ..... .. . .. .... . (714) 690-3310 Laguna Beach Water Quality... . . . ..... . (949) 497-0378 Laguna Hills Public Services .. ..... ... .. (949) 707-2650 Laguna Niguel Public Works .. ..... .. .. (949) 362-4337 Laguna Woods Public Works. ......... . . (949) 639-0500 Lake Forest Public Works ...... . . . . . .. (949) 461-3480 Los Alamitos Community Dev .. .. . .. .... (562) 431-3538 Mission Viejo Public Works ... . . . . . ... . (949) 470-3056 Newport Beach, Code & Water Quality Enforcement ..... .. .. ... ....(949) 644-3215 Orange Public Works ......... . .. ... . (714) 532-6480 Placentia Public Works ...... .. ....... (714) 993-8245 Rancho Santa Margarita .... . .. . (949) 635-1800 San Clemente Environmental Programs .. . . . (949) ' 361-6143 SanJuan Capistrano Engineering . .. . .. . .. (949) 234-4413 Santa Ana Public Works ..... . . . . . . . .. (714) 647-3380 Seal Beach Engineering ..... . .. . .. .. (562) 431-2527 x317 Stanton Public Works ..... ... .. . .. . . (714) 379-9222 x204 Tustin Public Works/Engineering.... ....' . (714) 57-9-3150 Villa Park Engineering... . . . . . . . .. . (714) 998-1500 Westminster Public Works/Engineering . ,(714) 898-3311 x446 Yorba Linda Engineering . , _ .... .. ... :. (714) 961-7138 Orange County Stormwater Program .... .. (877) 897-7455 Orange County 24 -Hour -' Water Pollution Problem Reporting Hotline 1.877-89SPILL (1-877-897=7455) On-line Water Pollution Problem Reporting Form W W w. o c W a t- e r S h e d S C O ITl To join the list, please send an email to ocstormwaterinfo-join(&Iist.ocwatersheds.corn �Ra R O J E C R E V E N T 1 0 For more information, please call the Orange County Stormwater Program at 1 -877 -89 -SPILL (1-877-897-7455) or visit www.ocwatersheds.com. For information about the proper disposal of household hazardous waste, call the Household Waste Hotline at 1 -877 -89 -SPILL (1-877-897-7455) or visit www.oclandfills.com. For additional information about the nearest oil recycling center, call the Used OR Program at 1 -800 -CLEANUP or visit www.cleanup.org. �1 �� z The Ocean�Begins RECYCLE V Your Front Door USED OIL in ec/rev9/08 WORK SITE • Locate the storm drains on or near your property. Do not allow used oil or any materials to flow into these drains. • Examine your home for sources of pollution. • Perform automotive projects under cover and in a controlled area to prevent stormwater runoff. • Sweep or vacuum your automotive workspace regularly • Use a damp mop to clean work areas. Never hose down surfaces into the street, gutter or storm drain. • Pour mop water into a sink or toilet. Never dispose of water in a parking lot, street, gutter or storm drain. PREVENT LEAKS AND SPILLS • Keep absorbent materials such as rags and/or cat litter in the work area • Empty drip pans into a labeled, seal container before they are full • Wipe up any spills or repair leaks as they happen. Don't let them sit. • Place large pans under any wrecked cars until all fluids are drained. • Promptly dispose of collected fluids into a hazardous waste drum or deliver them to an oil recycling center. Used oil recycling locations can be found at http://www. ochealthinfo.com/regulatory/usedoil.htm CLEANING SPILLS • Clean up spills immediately by using absorbent material such as rags, cat litter or sand. If the material spilled is hazardous, dispose of the rag, litter or sand in the same manner as hazardous waste. If the material spill is non- hazardous, dispose of it in the trash. • Immediately report spills that have entered the street, gutter or storm drain to the County's 24 -Hour Water Pollution Problem Reporting Hotline at 1 -877 -89 -SPILL (1-877-897-7455) or visit www.ocwatersheds.com to fill out an incident report. • Report emergencies to 911. VEHICLE FLUID MANAGEMENT • Vehicle fluids are hazardous waste and must be stored and disposed of in accordance with all local, state and federal laws. • Designate an area to drain vehicle fluids away from storm drains and sanitary drains. • When possible, drain vehicle fluids indoors or within covered areas, and only over floors that are constructed of a non- porous material such as concrete. Asphalt and dirt floors absorb spilled or leaked fluids, making the cleanup extremely difficult. P R O J E C T P013 10K P R E V E N T 1 0 N RU(IOFF, RRinLUATER ASD REUSE Where Does Water Runoff Go? Stormitater, a water from rainfall events, and runoff from outdoor water use such as sprinklers and hoses flows from homes directly into catch basins and the stem drain system. After anteing the storm drain, the water flows untreated into streams, rivers, bays and ultimately the Pacific Ocean. Runoff can cane from lawns, gardens, driveways, sidewalks and roofs. As it flows over hard, impervious surfaces, it picks up pollutants. Some pollutants carried by the water runoff include trash, pet waste, pesticides, fertilizer, motor dl and more. id Water Conservation Pollution not any impairs the water quality for habitat and recreation, it can also reduce the water available for reuse. Runoff allowed to soak into the ground is cleaned as it percolates through the soil, replenishing depleted groundwater supplies. Groundwater provides approximately 50% of the total water for drinking and other indoor household activities In nodh and central Orange County. When land is covered with roads, parking lots, homes, etc., there Is less land to lake In the water and more hard surfaces over which the water can flow. In Orange County, 60-70% of water used by residents and businesses goes to Irrigation and other outdoor uses. Reusing rainwater to Irrigate our lawn not only reduces the Impact of wafer pollution tram mnaff, but it also is a great way to conserve our precious water resources and replenish our groundwater basin,> - OPTIOnS FOR Rain Gardens RAIf 1WATE3 Rain gardens al ow ru oC to be drooled frau your rod HARVESTnG n REUSE downspout into a landscaped area. Vegetation and rocks in the garden will slow the flow of water to aflow for infiltration into the sail. plants and soil partides will absorb pollutants from Rarctwater harvasEinq is a great way to save the roof runoft. By utilizing a nafive plantpalate, rain gardens money; prevent pollution and reduce potable can be maintained all year with minimal additional imgauon. water use. To harvest your rainwater, simply Threes, plants are adapted to the semi -add climate of Southern radrect the runoff trap rods and downspouis to rain bands. Rain gardens are —he, opfion; these -J—runoff as well as California, require less waterand ran reduce yajr ¢pater bfll. 'r_ _a trd iarad- Downspout DisconnectionfRedirection Disconnecting downspouts from pipes corning to the gutter prevents runoff from transporting paNumats to the storm drain. Once disconnected, downspouts can be redirected to rain gardens, orothervegetated areas, tube connected to a rain barrel. Rain Barrels Ram barrels capture rainwater d flow from roofs for muse In ..,ea ct landscape irrigation. Capacity of rain barrels noodled fa yaw from, a depend on the amount of roof area and rainfall receated spill. Wlm.�n purchasing your ran barrel, make sure A includes a screen, a spigot to siphon water for use, an overflow tube to allow far excess saga to run out and a connector if you wish to connect multiple barrels to add capacity of water storage. Mosquito growth prevention is vary inticarmirwren installing a rain barrel. The best way to pm•.rent mosquito breading; to eliminate entry points by ensuring all openings are sealed tghty. Ifthese methods are unsuccessful, products are at'aflatom to kilt mosquito larvae, but that are handers to animals and humans. Register application of these products is essential. Rates. visit the Cringe County Vastor Control website inion n information at rw:M.x zd,orgarosquitoe s3.php. Before modifying youryard to install a rain garden, please consult your local bolding and/or planring departments to ensure par garden plan follows perfinent building codes anal ord5narces. Besides codes and ordinances, some home owner asecdations also have guide5:as for yard modifications. If yourpropary ism hill areas oriincludes engineered slopes, please seek psdessionel advice before proceedca with changes For irdcanation on how to disconnect a downspout or to insist[ and maintain a rain band a min garden at your hare, please see it. Les Angeles Rairnvam Harvesting Program. A Honsowdets "How -TY Guide. Nwer•.ter 2004 at u•.mw.Iamin-Wine, -stxg:.,i OTHER WATER CO(iSERVATIOA AnD POLLUTIOA PREVElTIOn TECHAIQUES Native Vegetation and Maintenance 'Cakfomia Friendly' plants or nallve vegetebon can sigr•,;ficarity reduce water use. These plants often requirefar less feriiluers and pesticides, which are hwe significant pollutants found in Grange County waterways. Replacing water'Ihlrsty' plants and grass types with, water efficient natives is a great way to —wafer and reduce the need forpotantialty handful pesticides and fenifizer. Please see the California Friendly Garden Guide produced by the FAetropditan Water District of Southern California and associated Southern California Water Agencies for a catalog of California friendly plants and other garden resources al "trIMbewa11M,...IIJGardoIsoft Weed Free Yards Weads are water thieves. They often reproduce quickly and rob your yard of both velar and nutrients Weed your yard by hand if possible. If you use herbicides to corrooi the greeds, use only the amount recommended on the label and never use it if rain is forecast within the next IIB hours. Soil Amendments Sal amendments such as green waste (a.g, grass clippings, compost, etc.) can be a significant source of nutrients and can heir, keep the soil near the roots of plants m.let. However, hey can cause algal booms if they get into our waterways, which mclucss me amount of oxygen in the water and impacts most squats orgardsms. It is important to apply soft amends its more than 48 hours prior to prodded rainfall. Do your part to prevent water pollution in our creeks, rivers, bays and ocean. Litter, oil, chemicals and other substances that are left on your yard or driveway can be blown or washed into storm drains that flow to the ocean. Over -watering your lawn and washing your car can also flush materials into the storm drains. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated. You would never pour soap, fertilizers or oil into the ocean, so don't let them enter streets, gutters or storm drains. Follow the easy tips in this brochure to help prevent water pollution. For more information, please call the Orange County Stormwater Program at 1 -877 -89 -SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24 -Hour Water Pollution Problem Reporting Hotline 1 -877 -89 -SPILL (1-877-897-7455). For emergencies, dial 911. The tips contained in this brochure provide useful information to help prevent water pollution while performing everyday household activities. If you have other suggestions, please contact your city's stormwater representatives or call the Orange County Stormwater Program. CEN"INE RECYCLED P A P E R 50% PRE -CONSUMER RECYCLE A" 15% POST- U.Um. USED OIL Household Activities Do not rinse spills with water! Sweep outdoor spills and dispose of in the trash. For wet spills like oil, apply cat litter or another absorbent material, then sweep and bring to a household hazardous waste collection center (HHWCC). Securely cover trash cans. Take household hazardous waste to a house- hold hazardous waste collection center. Store household hazardous waste in closed, labeled containers inside or under a cover. Do not hose down your driveway, sidewalk or patio. Sweep up debris and dispose of in trash. Always pick up after your pet. Flush waste down the toilet or dispose of in the trash. Bathe pets indoors or have them professionally groomed. Household Hazardous Wastes include: A Batteries A Paint thinners, paint strippers and removers A Adhesives A Drain openers A Oven cleaners A Wood and metal cleaners and polishes A: Herbicides and pesticides A Fungicides/wood preservatives A,Automotive fluids and products A Grease and rust solvents A Thermometers and other products containing mercury A Fluorescent lamps A Cathode ray tubes, e.g. TVs, computer monitors A Pool and spa chemicals Gardening Activities ■ Follow directions on pesticides and fertilizers, (measure, do not estimate amounts) and do not use if rain is predicted within 48 hours. ■ Water your lawn and garden by hand to control the amount of water you use. Set irrigation systems to reflect seasonal water needs. If water flows off your yard and onto your driveway or sidewalk, your system is over -watering. ■ Mulch clippings or leave them on the lawn. If necessary, dispose in a green waste container. ® Cultivate your garden often to control weeds. Washing and Maintaining Your Car ■ Take your car to a commercial car wash whenever possible. ■ Choose soaps, cleaners, or detergents labeled "non-toxic," "phosphate free" or "biodegradable." Vegetable and citrus - based products are typically safest for the environment, but even these should not be allowed into the storm drain. ■ Shake floor mats into a trash can or vacuum to clean. ■ Do not use acid -based wheel cleaners and "hose off" engine degreasers at home. They can be used at a commercial facility, which can properly process the washwater. ■ Do not dump washwater onto your driveway, sidewalk, street, gutter or storm drain. Excess washwater should be disposed of in the sanitary sewers (through a sink, or toilet) or onto an absorbent surface like your lawn. 0 Use a nozzle to turn off water when not actively washing down automobile. ■ Monitor vehicles for leaks and place pans under leaks. Keep your car well maintained to stop and prevent leaks. ■ Use cat litter or other absorbents and sweep to remove any materials deposited by vehicles. Contain sweepings and dispose of at a HHWCC. ■ Perform automobile repair and maintenance under a covered area and use drip pans or plastic sheeting to keep spills and waste material from reaching storm drains. ■ Never pour oil or antifreeze in the street, gutter or storm drains. Recycle these substances at a service station, HHWCC, or used oil recycling center. For the nearest Used Oil Collection Center call 1 -800 -CLEANUP or visit www.ciwmb.ca.gov/UsedOil. For locations and hours of Household Hazardous Waste Collection Cente Beach, Irvine and San Juan Capistrano, call (714)834-6752 or, visit wwi For more information, please call the Orange County Stormwater Program at 1 -877 -89 -SPILL (1-877-897-7455) or visit www.ocwatersheds.com To Report Illegal Dumping of Household Hazardous Waste call 1 -800 -69 -TOXIC To report a spill, call the Orange County 24 -Hour Water Pollution Problem Reporting Hotline 1 -877 -89 -SPILL (1-877-897-7455) . For emergencies, dial 911. RECYCLE USED OIL ®M® Printed on Recycled Paper P R O J E C T POMAIO" P R E V E N T I O N Leftover household products that contain corrosive, toxic, ignitable, or reactive ingredients are considered to be "household hazardous waste" or "HHW." HHW can be found throughout your home, including the bathroom, kitchen, laundry room and garage. Disposal of HHW down the drain, on the ground, into storm drains, or in the trash is illegal and unsafe. Proper disposal of HHW is actually easy. Simply drop them off at a Household Hazardous Waste Collection Center (HHWCC) for free disposal and recycling. Many materials including anti -freeze, latex - based paint, motor oil and batteries can be recycled. Some centers have a "Stop & Swap" program that lets you take partially used home, garden, and automobile products free of charge. There are four HHWCCs in Orange County: Anaheim: .................. 1071 N. Blue Gum St Huntington Beach: ......... 17121 Nichols St Irvine: ............................ 6411 Oak Canyon San Juan Capistrano:... 32250 La Pata Ave Centers are open Tuesday -Saturday, 9 a.m.- 3 p.m. Centers are closed on rainy days and major holidays. For more information, call (714) 834-6752 or visit www.odandfiRs.com. Common household hazardous wastes ■ Batteries ® Paint and paint products ■ Adhesives ■ Drain openers ■ Household cleaning products ■ Wood and metal cleaners and polishes ■ Pesticides ■ Fungicides/wood preservatives ■ Automotive products (antifreeze, motor oil, fluids) ■ Grease and rust solvents ■ Fluorescent lamps ■ Mercury (thermometers & thermostats) ■ All forms of electronic waste including computers and microwaves ■ Pool & spa chemicals ■ Cleaners ■ Medications ■ Propane (camping & BBQ) 0 Mercury -containing lamps ■ Television & monitors (CRTs, flatscreens) Tips for household hazardous waste ■ Never dispose of HHW in the trash, street, gutter, storm drain or sewer. ■ Keep these materials in closed, labeled containers and store materials indoors or under a cover. ■ When possible, use non -hazardous products. ■ Reuse products whenever possible or share with family and friends. ■ Purchase only as much of a product as you'll need. Empty containers may be disposed of in the trash. ■ HHW can be harmful to humans, pets and the environment. Report emergencies to 911. Anaheim Kragen Auto Parts #1582 Cypress Kragen Auto Parts #4133 Firestone Store #2736 USA 10 Minute Oil Change All Seasons Tire and Auto Center, Inc. 3420 W Lincoln Ave., Anaheim, CA 92801 AutoZone #5521 904 W Orangethorpe Ave., Fullerton, CA 92832 1071 S Beach Blvd., La Habra, CA 90631 8100 Lampson Ave., Stanton, CA 92841 817 S Bmokhurst St., Anaheim, CA 92804 (714)828-7977( ) 5471 Lincoln Ave., Cypress, CA 90630 (714)526-3570() (562)691-1731() (714)373-0432( ) (714)772-6090( ) CIWMB#: 30-C-04103 (714)995-4644( ) CIWMB#: 30-C-06256 CIWMB#: 30-C-01169 CIWMB# 30-C-05909 CIWMB#: 30-C-03177 CIWMB#: 30-C-00836 Pep Boys #613 Pep Boys #642 Kragen Auto Parts #1569 Westminster AutoZone #3317 10912 Katella Ave., Anaheim, CA 92804 Big O Tires 1530 S Harbor Blvd., Fullerton, CA 92832 1621 W Whittier Blvd., La Habra, CA 90631 AutoZone #5543 423 N Anaheim Blvd., Anaheim, CA 92805 (714)638-0863() 6052 Cerritos Ave., Cypress, CA 90630 (714)870-0700( ) (562)905-2538( ) 6611 Westminster Blvd., Westminster, CA 92683 (714)776-0787( ) CIWMB#: 30-C-01756 (714)826-6334( ) CIWMB#: 30-C-01755 CIWMB#: 30-004076 (714)898-2898( ) CIWMB#: 30-C-05263 CIWMB#: 30-C-04245 CIWMB#: 30-C-04964 Pep Boys #663 Sunnyside 76 Car Care Center Pep Boys #997 AutoZone #5226 3030 W Lincoln Anaheim, CA 92801 Econo Lube N' Tune #213 2701 N Brea Blvd., Fullerton, CA 92635 125 W Imperial Hwy., La Habra, CA 90631 AutoZone #5544 2145 W Lincoln Ave., Anaheim, CA 92801 (714)8264810() 5497 Cenitos Ave., Cypress, CA 90630 (714)256-0773() (714)447-0601( ) 8481 Westminster Blvd., Westminster, CA 92683 (714)533-6599() CIWMB#: 30-C-03417 (714)761-0456( ) CIWMB#: 30-C-01381 CIWMB#: 30-C-04026 (714)891-3511( ) CIWMB#: 30-0-04604 CIWMB#: 30-C-06240 CIWMB#: 30-C-04966 Pep Boys #809 Garden Grove SpeeDee Oil Change & Tune -Up Bedard Automotive 8205 E Santa Ana Cyn Rd., Anaheim, CA 92808 Jiffy Lube #851 76 Pro Lube Plus 1580 W Imperial Hwy., La Habra, CA 90631 City of Westminster Corporate Yard 3601 E Miraloma Ave., Anaheim, CA 92806 (714)974-0105() 4942 Lincoln Ave., Cypress, CA 90630 9001 Trask Ave., Garden Grove, CA 92844 (562)697-3513() 14381 Olive St., Westminster, CA 92683 (714)528-1380() CIWMB# 30-C-03443 (626)965-9689( ) (714)393-0590() (714)895-2876(292 ) CIWMB#: 30-C-02205 CIWMB#: 30-006182 CIWMB#: 30-005276 Los Alamitos CIWMB#: 30-C-02008 Pick Your Part Jiffy Lube #1740 Classic Chevrolet 1235 S Beach Blvd., Anaheim, CA 92804 M & N Coastline Auto & Tire Service AutoZone #5527 3311 Katella Ave., Los Alamitos, CA 90720 Honda World 1001 Weir Canyon Rd., Anaheim, CA 92807 (714)527-1645( ) 4005 Ball Rd., Cypress, CA 90630 13190 Harbor Blvd., Garden Grove, CA 92843 (562)596-1827() 13600 Beach Blvd., Westminster, CA 92683 (714)283-5400( ) CIWMB#:30-C-03744 (714)826-1001( ) (714)636-5665() CIWMB#: 3G -C,03529 (714)890-8900( ) CIWMB#: 30-C-05223 CIWMB#: 30-C-04387 CIWMB#: 30-C-04760 CIWMB#: 30-003639 PK Auto Performance Midway City Econo Luba N' Tune #4 3106 W. Lincoln Ave., Anaheim, CA 92801 Masterlube #103 David Murray Shelf Bolsa Transmission Jiffy Lube #1579 3201 W Lincoln Ave., Anaheim, CA 92801 (714)826-2141( ) 5904 Lincoln Cypress, CA 90630 12571 Vly View St., Garden Grove, CA 92845 8331 Bolsa Ave., Midway City, CA 92655 6011 Westminster Blvd., Westminster, CA 92683 (714)821-0128() CIWMB#: 30-C-05628 (714)826-2323() (714)898-0170() (714)799-6158( ) (714)899-2727( ) CIWMB#: 30-C-01485 CIWMB#: 30-C-01071 CIWMB#: 30-C-00547 CIWMB#: 30-005768 CIWMB#: 30-C-02745 Quick Change Lube and Oil EZ Lube Inc - Savi Ranch #43 2731 W Lincoln Ave., Anaheim, CA 92801 Masterlube #104 Express Luba & Wash Placentia John's Brake & Auto Repair 985 N Weir Canyon Rd., Anaheim, CA 92807 (714)821-0464( ) 5971 Ball Rd., Cypress, CA 90630 8100 Lampson Ave., Garden Grove, CA 92841 Advanced Auto & Diesel 13050 Hoover St., Westminster, CA 92683 (714)556-1312() CIWMB#: 30-C-04363 (714)220-1555( ) (909)316-8261( ) 144 S Bradford Placentia, CA 92870 (714)3792088( ) CIWMB#: 30-C-06011 CIWMB#: 30-C-04682 CIWMB#: 30-C-06544 (714)996-8222( ) CIWMB#: 30-C-05617 Saturn of Anaheim CIWMB#: 30-006242 Firestone Store #7107 1380 S Auto Center Dr., Anaheim, CA 92806 Metric Motors of Cypress Firestone Store #7180 Kragen Auto Parts #0762 1200 S Magnolia Ave., Anaheim, CA 92804 (714)648-2444() 6042 Cerritos Ave., Cypress, CA 90630 10081 Chapman Ave., Garden Grove, CA 92840 Castnees Auto Service 6562 Westminster Blvd., Westminster, CA 92683 (949)598-5520( ) CIWMB#: 30-C-06332 (714)821-4702( ) (714)530.4630() 214 S. Bradford Ave., Placentia, CA 92870 (714)898-0810( ) CIWMB#: 30-C-05743 CIWMB#:30-C-05157 CIWMB#.30-C-01224 (714)528-1311( ) CIWMB#: 30-C-02590 Sun Tech Auto Service CIWMB#: 30-C-06452 Great Western Lube Express 105 S State College Blvd., Anaheim, CA 92806 Fullerton Firestone Store #71W3 Midway City Sanitary District 125 N Brookhursl St., Anaheim, CA 92801 (714)956.1389( ) AutoZone #2898 13961 Brookhursl St., Garden Grove, CA 92843 Econo Lube N* Tune 14451 Cedatwood St., Westminster, CA 92683 (714)254-1300() CIWMB#: 30-C-06455 146 N. Raymond Ave., Fullerton, CA 92831 (714)590-2741( ) 100 W Chapman Ave., Placentia, CA 92870 (714)893-3553( ) CIWMB#: 30-C-05542 (714)870-9772( ) CIWMB#: 30-C-03690 (714)524-0424() CIWMB#: 30-C-01626 Vonic Truck Services CIWMB#: 30-C-04488 CIWMB#: 30-006454 HR Pro Auto Service Center 515 S Rosa St., Anaheim, CA 92805 Jiffy Lube #1991 Pep Boys #653 3180 W Lincoln Ave., Anaheim, CA 92801 (714)533-3333( ) AutoZone #5522 13970 Harbor Blvd., Garden Grove, CA 92843 Fairway Ford 15221 Beach Blvd., Westminster, CA 92683 (714)761-0343( ) CIWMB#: 30-C-01142 1801 Orangethorpe W. Fullerton, CA 92833 (714)554-0610() 1350 E Yorba Linda Blvd., Placentia, CA 92870 (714)893-8544( ) CIWMB#: 30-0-05927 (714)870-8286() CIWMB#: 30-C-05400 (714)524-1200() CIWMB#: 30-C-03415 Anaheim Hills CIWMB#: 30-006062 CIWMB#: 30-C-01863 Ira Newman Automotive ServicesAnaheim Hills Car Wash & Lube Kragen Auto Parts #1251 Yorba Linda 1507 N Stale College Blvd., Anaheim, CA 92806 5810 E La Palma Ave., Anaheim Hills, CA 92807 AutoZone #5523 13933 N Harbor Blvd., Garden Grove, CA 92843 Seal Beach AutoZone #5545 (714)635.2392() (714)777-6605( ) 102 N Euclid Fullerton, CA 92832 (714)554.3780() M & N Coastline Auto &Tire Service 18528 Yorba Linda Blvd.. Yorba Linda, CA 92886 CIWMB#: 30-C-01482 CIWMB#: 30-C-01387 (714)870-8286() CIWMB#: 30-C-02663 12239 Seal Beach Blvd., Seal Beach, CA 90740 (714)970-8933( ) CIWMB#. 30-004755 (714)826-1001() CIWMB#: 30-C-04971 Jiffy Lube #1028 Brea Kragen Auto Parts #1555 CIWMB#: 30.C-04433 2400 W Ball Rd., Anaheim, CA 92804 Firestone Store #27A9 EZ Lube #17 9851 Chapman Ave., Garden Grove, CA 92841 Econo Lube N'Tune (714)761.5211() 891 E Imperial Hwy., Brea, CA 92821 4002 N Harbor Blvd., Fullerton, CA 92835 (714)741-8030() Seal Beach Chevron 22270 La Palma Ave., Yorba Linda, CA 92887 CIWMB#: 30-C-00870 (714)5298404() (714)871-9980() CIWMB#: 30-C-04079 12541 Seal Beach Blvd., Seal Beach, CA 90740 (714)692-8394( ) CIWMB#: 30-C-01221 CIWMB#: 30-0-03741 (949)495-0774(14 ) CIWMB#: 30-C-06513 Jiffy Lube #1903 Nissan of Grarden Grove CIWMB#: 30-C-06425 2505 E Lincoln Ave., Anaheim, CA 92806 Oil Can Henry's Firestone Store #27EH 9670 Trask Ave., Garden Grove, CA 92884 EZ Lube Inc. #41 (714)7724000( ) 230 N Brea Blvd., Brea, CA 92821 1933 N Placentia Ave., Fullerton, CA 92831 (714)537-0900( ) Stanton 17511 Yorba Linda Blvd.. Yorba Linda, CA 92886 CIWMB#: 30-C-05511 (714)990-1900( ) (714)993-7100() CIWMB#: 30-C-06553 AutoZone #2806 (714)556-1312( ) CIWMB#: 30-C-(4273 CIWMB#: 30-C-02122 11320 Beach Blvd., Stanton, CA 90680 CIWMB#: 30-C-05739 Jiffy Lube #2340 Toyota of Garden Grove (714)895-7665( ) 2181 W Lincoln Ave., Anaheim, CA 92801 Buena Park Fox Service Center 9444 Trask Ave., Garden Grove, CA 92844 CIWMB#: 30-C-04563 Firestone Store #27T3 (714)533-1000( ) Firestone Store #71F7 1018 W Orengethorpe Fullerton, CA 92833 (714)895-5595() 18500 Yorba Linda Blvd., Yorba Linda, CA 92886 CIWMB#: 30-C-04647 6011 Orangethorpe Buena Park, CA 90620 (714)8791430() CIWMB#: 30-0-06555 Joe's Auto Clinic (714)779-1966( ) (714)670-7912( ) CIWMB#: 30-C-02318 11763 Beach Blvd., Stanton, CA 90680 CIWMB#: 30-C-01222 Kragen Auto Parts #1303 CIWMB#: 30-C-01218 La Habra (714)891-7715( ) 1088 N State College Blvd., Anaheim, CA 92806 Fullerton College Automotive Technology AutoZone #5532 CIWMB#: 30-C-03253 Jiffy Lube #1532 (714)956-7351() Firestone Stora #71T8 321 E Chapman Ave., Fullerton, CA 92832 1200 W Imperial Hwy., La Habra, CA 90631 16751 Yorba Linda Blvd., Yorba Linda, CA 92886 CIWMB#: 30-C-03438 8600 Beach Blvd., Buena Park, CA 90620 (714)992-7275( ) (562)694-5337( ) Kragen Auto Parts #1742 (714)528-2800( ) (714)827-5300( ) CIWMB#: 30-C-03165 CIWMB#: 30.C-04784 11951 Beach Blvd., Stanton, CA 90680 CIWMB#: 30-C-03777 Kragen Auto Parts #1399 CIWMB#: 30-C-02121 (714)7997574( ) 2245 W Ball Rd., Anaheim, CA 92804 Kragen Auto Parts #0731 Burch Ford CIWMB#: 30-C-05231 Mike Schultz Import Service (714)490.1274( ) Kragen Auto Parts #1204 2978 Yorba Linda Fullerton, CA 92831 201 N Harbor Blvd., La Habra, CA 90631 4832 Eureka Ave., Yorba Linda, CA 92886 CIWMB#: 30-C-04094 5303 Beach Blvd., Buena Park, CA 90621 (714)9964780( ) (562)691-3225( ) Scher Tire #20 (714)528-0411( ) (714)994-1320() CIWMB#: 30-C-02628 CIWMB#: 30-C-05179 7000 Katella Ave., Stanton, CA 90680 CIWMB#. 30-004313 Kragen Auto Parts #1565 CIWMB#: 30-C-02623 (714)892-9924( ) 2072 Lincofn Ave., Anaheim, CA 92806 CIWMB#: 30-005907 (714)502-6992() CIWMB#: 30-C-04078 This information was provided by the County of Orange Integrated Waste Management Department and the California Integrated Waste Management Board (CIWMB). Before Buying Pest Control Products • Identify the pest. Decide if pest control products are the best control measure or if there are alternatives available. • Are integrated pest management guidelines available for this pest? • Read the product label Is the pest listed on label? Is it the best product for the pest? Before Mixing Your Sprayer • Read the label carefully. , +; Buy only enough pesticide to treat the area . affected by the pest. Check the weather and don't apply if it's windy or about to rain • Measure the area you're treating. Calculate how much spray to mix. Wear long sleeve shirt, long pants, shoes and any other protective equipment listed on the label and followall the label precautions. Be prepared for spills and know howto clean them up. When You're Ready To Spray • Mix and load spray in an area where any spilled pesticide will not be able to drain or be washed away into storm drains, ditches, streams, ponds or other bodies of water. • Mix sprayer on grass, not the sidewalk or driveway. Mix only as much as needed. When You're Spraying • AVOID spraying in or near storm drains, ditches, streams, and ponds! • Leave an untreated strip around these areas to protect the water. When You're done Never dump leftovers down any drain; Save for a future application. • Triple -rinse sprayer and apply rinsewater to treated area. Take any old or unwanted pesticides to a Household Hazardous Waste Collection Center (714) 834-6752. Wt t4! f—Mt WdTol ,aduebs aid firlim wff Iton be W4,014d into . Cann n7 fhr�, intmay h'gdwpfttso ,,1, weak W ng plaw With Integrated Pest Management (IPM), homeowners use common sense and nature to make it difficult for pests to survive. IPM techniques include cultural practices (such as mulching to prevent weeds), encouraging natural enemies (good bugs), and judicious use of pest control products. • First, identify your pest problem. To find the best solution, you need to pin down the problem. Consult gardening books, your county cooperative extension office or your local nursery. • Decide how much pest control is necessary. If you can live with some pest damage, you can avoid intensive pest control product treatments. Tighki MW golkp cm, is Ifool* am waffiA, am ani, lobveoped wid soul nays or owins 40im 60ma linwd1l.. 1hulld'a0k • Choose an effective option. Try various types of controls first: washing bugs off plants, pruning diseased parts of plants. If you need to use pest control products, choose one that targets the problem and poses the I east hazard. • Finally, it's easier to prevent pests than to control them. Think ahead This brochure is being distributed in order to reduce the impacts of pesticides on water quality. It was produced with support from the Orange County Storm Water Program, the Coalition for Urban/Rural Environmental Stewardship (CURES) and a 319(h) grant from the State Water Resources Control Board. Orange County Storm Water Program Participants: Anaheim Public Works/Engineering ............................... (714) 765-5176 Brea Engineering............................................................. (714) 990-7666 Buena Park Public Works ................................................ (714) 562-3655 Costa Mesa Public Services ........................................... (714) 754-5248 Cypress Engineering ........................................................(714) 229-6752 Dana Point Public Works.................................................(949) 248-3562 Fountain Valley Public Works ................................ (714) 593-4400 x347 Fullerton Engineering Dept ............................................. (714) 738-6853 Garden Grove Development Services ........................... (714) 741-5554 Huntington Beach Public Works ..................................... (714) 536-5432 Irvine Public Works........................................................... (949)724-6515 La Habra Public Services ................................................ (562) 905-9792 La Palma Public Works .......................................... (714) 523-1140 x102 Laguna Beach Municipal Services ................................. (949) 497-0711 Laguna Hills Engineering ................................................. (949) 707-2600 Laguna Niguel Public Works ........................................... (949) 362-4337 Lake Forest Public Works ............................................... (949) 461-3480 Los Alamitos Community Dev ............................... (562) 431-3538 x301 Mission Viejo Public Works ............................................. (949) 470-3095 Newport Beach Public works .......................................... (949) 644-3311 Orange Public Works ....................................................... (714) 744-5551 Placentia Engineering...................................................... (714) 993-8131 San Clemente Engineering ............................................. (949) 361-6100 San Juan Capistrano Engineering .................................. (949) 493-1171 Santa Ana Public Works .................................................. (714) 647-3380 Seal Beach Engineering ........................................ (562) 431-2527 x318 Stanton Public Works ............................................. (714) 379-9222 x204 Tustin Public Works Engineering .................................... (714) 573-3150 Villa Park Engineering..................................................... (714) 998-1500 Westminster Public Works Eng ............................. (714) 898-3311 x215 Yorba Linda Engineering ....................................... (714) 961-7170 x174 O.C. Storm Water Program..................1-877-89-SPILL (1-877-897-7455) 24 Hour Water Pollution Hotline ................................ (714) 567-6363 or ashbyk@pfrd.co.orange.ca.us Chemical and Hazardous Material Spill Emergencies ......................911 Other Important Phone Numbers: For Additional Brochures ......................1 -877 -89 -SPILL (1-877-897-7455) UC Masters & Coop Extension ....................................... (714) 708-1646 ucmastergardeners@yahoo.com O.C. Household Hazardous Waste Information ............ (714) 834-6752 or www.oc.ca.gov/IWMD Information on agriculture chemicals, pesticides and possible alternatives, O.C. Agriculture Commissioner ........... (714) 447-7115 Original graphics developed with support from: Coalition For Urban/Rural Environmental Stewardship (CURES) Western Crop Protection Association (WCPA) Responsible Industry for a Sound Environment (RISE) Key Steps to Follow: Step 1: Correctly identify the pest (insect, weed, rodent, or disease) and verify that it is actually causing the problem. This is important because beneficial insects are often mistaken for pests and sprayed with pesticides needlessly. Three life stages of the common lady Consult with a beetle, a beneficial insect. Certified Nursery Professional at a local nursery or garden center or send a sample of the pest to the Orange County Agricultural Commissioner's Office. Determine if the pest is still present — even though you see damage, the pest may have left. Step? 2: Determine how many pests are present and causing damage. Integrated Pest Management (IPM) usually combines several least toxic pest control methods for long-term prevention and management of pest problems without harming you, your family, Univegity f or the environment. Cali ornia St 3: If a pesticide must be used, choose the Ieast toxic chemical. Obtain information on the least toxic pesticides that are effective at controlling the target pest from the UC Statewide Integrated Pest Management (IPM) Program's Web site at www.ipm.ucdavis.edu. Seek out the assistance of a Certified Nursery Professional at a local nursery or garden center when selecting a pesticide. Purchase the smallest amount of pesticide available. Apply the pesticide to the pest during its most vulnerable life stage. This information can be found on the pesticide label. Stell 4: Wear appropriate protective clothing. Follow pesticide labels regarding specific types of protective equipment you should wear. Protective clothing should always be washed separately from other clothing. Ste 5: Continuously monitor external con tions when applying pesticides such as weather, irrigation, and the presence of children and animals. Never apply pesticides when rain is predicted within the next 48 hours. Also, do not water after applying pesticides unless the directions say it is necessary. Apply pesticides when the air is still; breezy conditions may cause the spray or dust to drift away from your targeted area. In case of an emergency call 911 and/or the regional poison control number at (714) 634-5988 or (800) 544-4404 (CA only). For general questions you may also visit www.calpoison.org. Steffi 6: In the event of accidental spills, sweep up or use an absorbent agent to remove any excess pesticides. Avoid the use of water. Be prepared. Have a broom, dust pan, or dry absorbent material, such as cat litter, newspapers or paper towels, ready to assist in cleaning up spills. Contain and clean up the spill right away. Place contaminated materials in a doubled plastic bag. All materials used to cleanup the spill should be properly disposed of according to your local Household Hazardous Waste Disposal site. S". /: Properly store and dispose of unused pesticides. Purchase Ready -To - Use (RTU) products to avoid storing large concentrated quantities of pesticides. Store unused chemicals in a locked cabinet. Unused pesticide chemicals maybe disposed of at a Household Hazardous Waste Collection Center. Empty pesticide containers should be triple rinsed prior to disposing of them in the trash. Household Hazardous Waste Collection Center P R O, E C T (714) 834-6752 POM10" P R E V E N T I O N www.oclandfills.com Home improvement projects can cause significant ■ When permanently removing large quantities of Paint soil, a disposal location must be found prior to damage to the environment. Whether you hire p p ' a contractor or work on the house yourself, it ■ Measure the room or object to be painted, then buy excavation. Numerous businesses are available to only the amount needed. handle disposal needs. For disposal options, visit is important to follow these simple tips while www.ciwmb.ca.gov/SWIS. renovating, remodeling or improving your home: General Construction ■ Schedule projects for dry weather. ■ Keep all construction debris away from the street, gutter and storm drain. ■ Store materials under cover with temporary roofs or plastic sheets to eliminate or reduce the possibility that rainfall, runoff or wind will carry materials from the project site to the street, storm drain or adjacent properties. Building Materials ■ Never hose materials into a street, gutter or storm drain. ■ Exposed piles of construction material should not be stored on the street or sidewalk. ■ Minimize waste by ordering only the amount of materials needed to complete the job. ■ Do not mix more fresh concrete than is needed for each project. ■ Wash concrete mixers and equipment in a designated washout area where the water can flow into a containment area or onto dirt. ■ Dispose of small amounts of dry excess materials in the trash. Powdery waste, such as dry concrete, must I- 1 ■ Place the lid on firmly and store the paint can upside- down in a dry location away from the elements. ■ Tools such as brushes, buckets and rags should never be washed where excess water can drain into the street, gutter or storm drain. All tools should be rinsed in a sink connected to the sanitary sewer. ■ When disposing of paint, never put wet paint in the trash. ■ Prevent erosion by planting fast-growing annual and perennial grasses. They will shield and bind the soil. ■ Oil-based paint is a household hazardous waste. All leftover paint should be taken to a HHWCC. ■ For HHWCC locations and hours, call (714) 834-6752 or visit www.oclandfiRs.com. Erosion Control ■ Schedule grading and excavation projects for dry weather. ■ When temporarily removing soil, pile it in a contained, covered area where it cannot spill into the street, or obtain the required temporary encroachment or street closure permit and follow the conditions instructed by the permit. ■ For a listing of construction and demolition recycling locations in your area, visit www.ciwmb.ca.gov/recycle. spills ■ Clean up spills immediately by using an absorbent material such as cat litter, then sweep it up and dispose of it in the trash. ■ Immediately report spills that have entered the street, gutter or storm drain to the County's 24 -Hour Water Pollution Problem Reporting Hotline at (714) 567-6363 or visit www.ocwatersheds.com to fill out an incident reporting form. e proper y contained within a box or bag prior to disposal. Call your local trash hauler for weight and P R 0 J VONT size limits. ? P R E V E N T I O N Never allow gardening products or polluted water to enter the street, gutter or storm drain. General Landscaping* ■ Protect stockpiles and materials from wind and rain by storing them under tarps or secured plastic sheeting. ■Prevent erosion of slopes by planting fast-growing, dense ground covering plants. These will shield and bind the soil. ■Plant native vegetation to reduce the amount of water, fertilizers, and pesticide applied to the landscape. ■Never apply pesticides or fertilizers when rain is predicted within the next 48 hours. Garden & Lawn Maintenance ■Do not overwater. Use irrigation practices such as drip irrigation, soaker hoses or micro spray systems. Periodically inspect and fix leaks and misdirected sprinklers. ■ Use slow-release fertilizers to minimize leaching, and use organic fertilizers. ■ Read labels and use only as directed. Do not over -apply pesticides or fertilizers. Apply to spots as needed, rather than blanketing an entire area. ■ Rinse empty pesticide containers and re -use rinse water as you would use the product. Do not dump rinse water down storm drains. Dispose of empty containers in the trash. ■ When available, use non-toxic alternatives to traditional pesticides, and use pesticides specifically designed to control the pest you are targeting. For more information, visit www.ipm.ucdavis.edu. E If fertilizer is spilled, sweep up the spill before irrigating. If the spill is liquid, apply an absorbent material such as cat litter, and then sweep it up and dispose of it in the trash. ■ Take unwanted pesticides to a Household Hazardous Waste Collection Center to be recycled. Locations are provided below. Never let any pet care products or washwater run off your yard and into the street, gutter or storm drain. Washing Your Pets Even biodegradable soaps and shampoos can be harmful to marine life and the environment. ■If possible, bathe your pets indoors using less -toxic shampoos or have your pet professionally groomed. Follow instructions on the products and clean up spills. ®If you bathe your pet outside, wash it on your lawn or another absorbent/ permeable surface to keep the washwater from running into the street, gutter or storm drain. Flea Control ■ Consider using oral or topical flea control products. You Should Pick Uri After It's the law! Every city has an ordinance requiring you to pick up after your pet. Besides being a nuisance, pet waste can lead to water pollution, even if you live inland. During rainfall, pet waste left outdoors can wash into storm drains. This waste flows directly into our waterways and the ocean where it can harm human health, marine life and the environment. ■ Take a bag with you on walks to pick up after your pet. ■ Dispose of the waste in the trash or in a toilet. Paint can cause significant damage to our environment. Whether you hire a contractor or do it yourself, it is important to follow these simple tips when purchasing, using, cleaning, storing and disposing of paint. Purchasing Paint ■ Measure the room or object to be painted, then buy only the amount needed. ■ Whenever possible, use water-based paint since it usually does not require hazardous solvents such as paint thinner for cleanup. Painting ■ Use only one brush or roller per color of paint to reduce the amount of water needed for cleaning. ■ Place open paint containers or trays on a stable surface and in a position that is unlikely to spill. Always use a tarp under the area or object being painted to collect paint drips and contain spills. Gleaning ■ Never clean brushes or rinse paint containers in the street, gutter or storm drain. ■ For oil-based products, use as much of the paint on the brushes as possible. Clean brushes with thinner. To reuse thinner, pour it through a fine filter (e.g. nylon, metal gauze or filter paper) to remove solids such as leftover traces of paint. ■ For water-based products, use as much of the paint on the brushes as possible, then rinse in the sink. ■ Collect all paint chips and dust. Chips and dust from marine paints or paints containing lead, mercury or tributyl tin are hazardous waste. Sweep up and dispose of at a Household Hazardous Waste Collection Center (HHWCC). Storing Paint ■ Store paint in a dry location away from the elements. ■ Store leftover water-based paint, oil-based paint and solvents separately in original or clearly marked containers. ■ Avoid storing paint cans directly on cement floors. The bottom of the can will rust much faster on cement. ■ Place the lid on firmly and store the paint can upside- down to prevent air from entering. This will keep the paint usable longer. Oil-based paint is usable for up to 15 years. Water-based paint remains usable for up to 10 years. Alternatives to Disposal ■ Use excess paint to apply another coat, for touch-ups, or to paint a closet, garage, basement or attic. ■ Give extra paint to friends or family. Extra paint can also be donated to a local theatre group, low-income housing program or school. ■ Take extra paint to an exchange program such as the "Stop & Swap" that allows you to drop off or pick up partially used home care products free of charge. "Stop & Swap" programs are available at most HHWCCs. ■ For HHWCC locations and hours, call (714) 834-6752 or visit www.oclandfiffs.com. Disposing of Paint ■ Never put wet paint in the trash. For water-based paint. ■ If possible, brush the leftover paint on cardboard or newspaper. Otherwise, allow the paint to dry in the can with the lid off in a well -ventilated area protected from the elements, children and pets. Stirring the paint every few days will speed up the drying. ■ Large quantities of extra paint should be taken to a HHWCC. ■ Once dried, paint and painted surfaces may be disposed of in the trash. When setting a dried paint can out for trash collection, leave the lid off so the collector will see that the paint has dried. For oil-based paint. ■ Oil-based paint is a household hazardous waste. All leftover paint should be taken to a HHWCC. Aerosol paint: ■ Dispose of aerosol paint cans at a HHWCC. spills ■ Never hose down pavement or other impermeable surfaces where paint has spilled. ■ Clean up spills immediately by using an absorbent material such as cat litter. Cat litter used to clean water-based paint spills can be disposed of in the trash. When cleaning oil-based paint spills with cat litter, it must be taken to a HHWCC. ■ Immediately report spills that have entered the street, gutter or storm drain to the County's 24 -Hour Water Pollution Problem Reporting Hotline at (714) 567-6363 or visit www.ocwatersheds.com to fill out an incident reporting form. P R E V E N T I O N Attachment B Attachment C Worksheet A: Hydrologic Source Control Calculation Form Drainage area ID Site Total drainage area 5.71 acres Total drainage area Impervious Area (IAtotal) 4.17 acres HSC ID HSC Type/ Description/ Reference BMP Fact Sheet Effect of individual HSC; per criteria in BMP Fact Sheets XIV.1 (dHsc;)' Impervious Area Tributary to HSC (M) d; x M Site Impervious Area Dispersion 0.25 1.90 0.48 HSC -2 1:2 Ratio Pervious to Impervious Box 1: Box 2: [Box 1]/[Box 2]: d;xM= 0.48 1A total = 4.17 dHsc total = 0.12 Percent Capture Provided by HSCs (fable 111.1) 23% 1 - For HSGs meeting criteria to be considered self-retaining, enter the DCV for the project. Worksheet D: Capture Efficiency Method for Flow -Based BMPs Step 1: Determine the design capture storm depth used for calculating volume,,, 1 Enter the time of concentration, Tc (min) (See Appendix IV.2) Tc= 10.0 2 Using Figure 111.4, determine the design intensity at which the estimated time of concentration (Tc) achieves 80% capture efficiency, h 1,= 0.24 in/hr 3 Enter the effect depth of provided HSCs upstream, dHsc (inches) (Worksheet A) dHsc 0.12 inches 4 Enter capture efficiency corresponding to dHsc, YZ (Worksheet A) Y2= 23 o /o 5 Using Figure 111.4, determine the design intensity at which the time of concentration (Tc) achieves the upstream capture efficiency(Y2), 12 12= 0.04 6 Determine the design intensity that must be provided by BMP, ldesign= 11-12 [design= 0.20 Step 2: Calculate the design flowrate 1 Enter Project area tributary to BMP (s), A (acres) A= 5.71 acres 2 Enter Project Imperviousness, imp (unitless) imp= 0.73 3 Calculate runoff coefficient, C= (0.75 x imp) + 0.15 C= 0.6975 4 Calculate design flowrate, Qdesign= (C x Idesign x A) Qdesign= 0.80 cfs Supporting Calculations Describe system: Provide time of concentration assumptions: Worksheet D: Capture Efficiency Method for Flow -Based BMPs Graphical OperatioaDs �, �.., � °. � � � _ _._.__ WIND U 0D10 r 5 ___.w...___ _ r. T= 60 minutes , Tc = 0 minute 300 .. ._.. _ r._ _ _ - 1 ,r 3 1 % - minutes 20%,; ' n. ;. _.. _ , ,, ,_. y ..,, .. ..... ,. Tc = Minutes r Tc <= 6 minutes 1 GOA A ; Extrapol ated Data &00 0.06 0.10 0,10 0.20 0.25 030 0.35 0.40 Deign intensity, inlhr Provide supporting graphical operations. See Example 111.7. Worksheets from Orange Counthj Technical Guidance Document (5-19-2011) See TGD for instructions and/or examples related to these worksheets wwzo.oczvatersheds.com/WQMP.aspx Attachment D e --In . !—S w Ll N A m u � a � m 'G y ovi o S to �+ O V p N 00 � o U .r w0 ti w0 oo�o�N� � O IU ll� WW oW w w w w w W w w W O C7 v d � v i z z w w w z w w w z v •� d O ycu y o 0.U ra . o o o ci ra bq O � U A A A U A U) 0 x n � m w �4 e --In . !—S w Ll N p a � m 'G y ovi o S to �+ O V p N � o .r w0 ti w0 oo�o�N� � O IU ll� WW oW oFGW e --In . !—S w Ll N P*w'S IZ�IIOisauoZllolu!o�l-InXa�nB!j 39L56\S tZ0110L µ!119osoaduo�{o�ll!lul\z{iodey\sPRN\SI J-9 \39ZS6\�d P—'SIZoI \S IZol"\39716\:J vo 'oo 30Nvo a� ... lfiu3iWeM P.—Pv INUWNWM.LH%/a NU9n�nwlJo28TH dFu �6�.1 SOQIVNMWdOgUzISNSAS Attachment E ACCESS COVER FOR FILTER REPLACEMENT \� FINISH GROUND TRASH NET (3/8" FILTER) MIXED MEDIA WEIR WALL INLET PIPE (SEE NOTE 3) C OUTLET PIPE @1% (6" TO 36") ANTIMICROBIAL WEIR WALL B B 4" REINFORCED SECTION A-A CONCRETE VAULT N.T.S. WITH GRADE 60 #4 REBAR 18" O.C. MIXED MEDIA WEIR WALL A A A TRASH NET (3/8" FILTER) OUTLET PIPE ®1% (6" TO 361p) 1"x1-1/2" ANTIMICROBIAL WEIR WALL GROOVES PLAN VIEW N.T.S. MODEL DIMENSION A DIMENSION B DIMENSION C MAXIMUM PIPE SOLID WASTE MEDIA AREA FILTERED FLOW NUMBER (FT) (FT) (FT) DIAMETER (IN) CAPACITY (CU FT) (SQ FT) RATE (GPM / CFS) 232 2 3 2 10 1.0 4.0 540 / 1.2 233 2 3 3 12 2.3 6.0 810 / 1.8 234 2 3 4 18 4.0 8.0 1080 / 2.4 332 3 3 2 10 1.5 6.0 810 / 1.8 333 3 3 3 12 3.4 9.0 1215 / 2.7 334 3 3 4 18 6.0 12.0 1620 / 3.6 335 3 3 5 24 7.5 15.0 2025 / 4.5 443 4 4 3 12 6.0 12.0 1620 / 2.7 444 4 4 4 18 9.3 16.0 2160 /4.8 445 4 4 5 24 13.3 20.0 2700 / 6.0 446 4 4 6 36 16.0 24.0 3240 / 7.2 KATCHALL KLEENSPOUTTM CAST-IN-PLACE FILTRATION SYSTEMS, LLC FILTRATION VAULT 1-866-KATCHALL REVISION: DWG NUM: SHEET: WWW.KATCHALL.NET B KSP-000 1 OF 2 ROOF DRAIN CONNECTIONS � I t AT -GRADE DROP INLETS 6"N36" DISCHARGE PIPE TO STORM / i I G o i l DRAIN SYSTEM OR DETENTION BASIN 11 II KLEE SPOUT SIDEWALK I NOTES: 1. ACCESS COVER IS PEDESTRIAN RATED STEEL / ALUMINUM AND NOT RATED FOR VEHICULAR TRAFFIC AREAS. 2, ACCESS COVER IS SOLID, NOT GRATED OR PERFORATED. 3. MINIMUM 2" DIFFERENCE REQUIRED BETWEEN INLET AND OUTLET PIPES. 4. FILTER FABRICS / MEDIA: - TRASH NET ELIMINATES DEBRIS >3/8 -INCH - ANTIMICROBIAL FILTER ELIMINATE 99.99% OF ALL BACTERIA, VIRUSES, YEAST, MOLD, MILDEW, ALGAE AND THEIR ASSOCIATED ODORS. - MIXED MEDIA FILTER ELIMINATES >65% OF HEAVY METALS, PHOSPHATES, PHOSPHORUS, NITRATES, ETC. 97% REMOVAL OF HYDROCARBONS. TEST RESULTS AVAILABLE UPON REQUEST. KATCHALL KLEENSPOUTTM CAST -IN-PLACE FILTRATION SYSTEMS, LLC FILTRATION VAULT 1-856-KATCHALL REVISION: DWG NUM: SHEET: WWW. KATCHALL. NET e I KSP-000 1 2 of 2 TYPICAL KLEENSPOUT N.T.S. LAYOUT SIDEWALK I NOTES: 1. ACCESS COVER IS PEDESTRIAN RATED STEEL / ALUMINUM AND NOT RATED FOR VEHICULAR TRAFFIC AREAS. 2, ACCESS COVER IS SOLID, NOT GRATED OR PERFORATED. 3. MINIMUM 2" DIFFERENCE REQUIRED BETWEEN INLET AND OUTLET PIPES. 4. FILTER FABRICS / MEDIA: - TRASH NET ELIMINATES DEBRIS >3/8 -INCH - ANTIMICROBIAL FILTER ELIMINATE 99.99% OF ALL BACTERIA, VIRUSES, YEAST, MOLD, MILDEW, ALGAE AND THEIR ASSOCIATED ODORS. - MIXED MEDIA FILTER ELIMINATES >65% OF HEAVY METALS, PHOSPHATES, PHOSPHORUS, NITRATES, ETC. 97% REMOVAL OF HYDROCARBONS. TEST RESULTS AVAILABLE UPON REQUEST. KATCHALL KLEENSPOUTTM CAST -IN-PLACE FILTRATION SYSTEMS, LLC FILTRATION VAULT 1-856-KATCHALL REVISION: DWG NUM: SHEET: WWW. KATCHALL. NET e I KSP-000 1 2 of 2 Manufacturer's Suggested Maintenance Procedures (Katchall KLEENSPOUTT" Filtration Devices) POST INSTALLATION Some thirty (30) days after the initial installation has occurred, (or after the first rain event), whichever occurs first, the system should be visually inspected to determine the frequency(s) that additional maintenance tasks should occur. Under no circumstances should maintenance occur less than three (3) times per year. MAINTENANCE TASK(S) TO BE COMPLETED 1. The covering plate should be completely removed, (and set aside), with the interior of the entire vault subjected to a visual inspection consisting of the following items: a. Accumulated Trash / Debris L Determine the approximate amount of trash and foreign debris in front of, or accumulating on the trash screening area. (This observation will assist in determining the frequency that further (additional) inspections should occur). ii. Determine the amount of trash / debris that may have escaped the trash net and was caught by the first filtration weir, (if any), specifically any floatable materials. iii. Procedures for Cleaning 1. Remove the trash screen weir from vault and clean of all foreign materials, 2. Remove and properly dispose of accumulated trash / debris from interior of vault, 3. Replace trash screen weir. b. Fouling of Filtration Weir(s) by Foreign Materials i. Visually inspect the filtration weir(s) for signs of accumulated particulates, specifically materials either resting on floor of vault in front of or accumulated on the first 6 — 12 inches of the weir, (from the base of the vault). ii. If visual observations determine what appears to be an excessive amount of foreign particulates in either location, the weir should be completed removed from the vault and the excessive materials removed from the floor of the vault. iii. The weir should be taken to a vegetated area and thoroughly flushed off with a medium pressure hose, dislodging excessive accumulations. iv. Let weir air-dry for approximately 30 — 45 minutes and then replace in vault c. Fouling by Hydrocarbons L If, at any time, visual observations determine that the filtration fabric(s) have changed color from it's natural mottled grayish coloration to that of a greenish-brown, slick look, filtration fabrics should be immediately removed and properly disposed of, with a replacement (new) filtration fabric(s) properly installed and replaced within the vault. For further information, or to order replacement filter elements, call Katchall @ 1— 866 — 528 - 2425 W , _ 6., � T" -I A J ED SDR -35 PVC COUPLING CAST INTO PRECAST BOX WALL (OUTLET PIPE LOCATION VARIES) TREE FRAME & GRATE CAST IN TOP SLAB TOP SLAB INTERLOCKING JOINT (TYP) 0 r— N sl O0 I o� � z PLAN VIEW INLET SHAPING (BY OTHERS) A 4 CURB (BY OTHERS) CLEANOUT PLANT AS SUPPLIED COVER BY CONTECH GALVANIZED CAST IN (NOT SHOWN ANGLE NOSING TOP SLAB FOR CLARITY) CURB AND GUTTER .0D .!i� (BY OTHERS) STREET y': 1 DOWEL BARS ® 12" O.C. �- FILTER MEDIA PROVIDED BY CONTECH PERFORATED UNDERDRAIN SYSTEM BY CONTECH MULCH PROVIDED BY CONTECH —J UNDERDRAIN STONE PROVIDED BY CONTECH SECTION A -A DESIGNATION L W TREE GRATE QTY & SIZE OUTLET PIPE 6 x 4 6'-0" 4'-0" (1) 30 4" SDR -35 PVC 8 x 4 8'-0" 4'-0" (1) 3x3 4" SDR -35 PVC 8 x 6 8'-0" 6'-0" (1) 4x4 4" SDR -35 PVC 10 x 6 10'-0" 6'-0" (1) 4x4 6" SDR -35 PVC 12 x 4 12'-0" 4'-0" (2) 30 4" SDR -35 PVC 12 x 6 12'-0" 6'-0" (2) 4x4 6" SDR -35 PVC 13 x 7 13'-0" 7'-0" (2) 4x4 6" SDR -35 PVC MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED DRAWING AVAILABLE IN TIF FILE FORMAT. BY WRITTEN AUTHORIZATION FROM FILTERRA DATE: 10-23-14 DWG: FTNW-3 0 C d NTECH® PRECAST FILTERRA® UNIT fi��nrra® ENGINEERED SOLUTIONS LLC l� www.contechES.com NARROW WIDTH CONFIGURATION US PAT 6,277,274 AND 6,559,321 CURB MULCH LAYER JUNCTION CHAMBER OUTLET PIPE (LOCATION VARIES) OVERALL LENGTH 2`-0°° FILTERRA LENGTH • INLET OPENING PLAN VIEW TREE GRATE TERRAFLUME AND FRAME BYPASS WEIR TRAY PIPE III MEN" SECTION A -A FILTERRA ENGINEERED MEDIA UNIT TO BE SET PLUMB AND LEVEL DESIGNATION OVERALL (LENGTH x WIDTH) (LENGTH x WIDTH) INLET OPENING 4x4 6x4 4'-0" 6x4 8x4 4'-0" 8x4 10x4 4'-0" 6x6 8x6 4'-0- 8x6 10x6 4'-0" 10x6 12x6 4'-0" 12x6 14x6 4'-0- 13x7 15x7 4'-0" FLOW • :I I X1q PERFORATED UNDERDRAIN BYPASS PIPE SIZE BYPASS FLOW CFS 6" PVC 0.88 8" PVC 1.57 10" PVC 2.45 * CONTACT CONTECH FOR LARGER INLET OPENINGS OR CHAMBER LENGTHS � = A wo J L: CLEANOUT COVER C%I,NTECH® FILTERRA ENGINEERED SOLUTIONS LLC INTERNAL BYPASS CURB www.ContechES.com WITH JUNCTION CHAMBER 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX I SCALE: NONE PRODUCT No.: FTIBC DRAWN BY: DO Id 9 of Filterra Infiltration Rate = 100 (in/hr) Filterra Flow per Square Foot = 0.0023 (ft3/sec/ft2) Filterra Flow Rate, Q = 0.0023 ft3/sec x Filterra Surface Area Rational Method, Q= C x I x A Site Flowrate, Q = (C x DI x DA x 43560) / (12 x3600) OR DA = (12 x 3600 x Q) / (C x 43560 x DI) where Q = Flow (ft3/sec) DA = Drainage Area (acres) DI = Design Intensity (in/hr) C = Runoff coefficient (dimensionless) 2/16/2015 T- DI C 1.00 C 0.85 C 0.50 Available Filterra Box Sizes Filterra Flow Rate, Q ft3/sec 100% Imperv. DA acres Commercial max DA acres Residential max DA acres L ft W ft Filterra Surface Area ft2 4 4 16 0.0370 0.184 0.216 0.367 6 4 24 0.0556 0.275 0.324 0.551 6.5 4 26 0.0602 0.298 0.351 0,597 8 4 32 0.0741 0.367 0.432 0.735 6 6 36 0.0833 0.413 0.486 0.826 8 6 48 0.1111 0.551 0.648 1.102 10 6 60 0.1389 0.689 0.810 1.377 12 6 72 0.1667 0.826 0.972 1.653 16 4 64 0.1481 0.735 0.864 1.469 16 8 128 0.2963 1.469 1.729 2.938 18 8 144 0.3333 1.653 1.945 3.306 20 8 160 0.3704 1.837 2.161 3.673 2/16/2015 by KRISTR 44 R A Division off:: /� AMERICAS"' toll free: I lax: 1 drainageprotection.com i kristar.com 0 fi [te fra Filterra° General Description Filterra® Schematic Basic Operations Design Maintenance Overview Why Maintain? When to Maintain? Exclusion of Services Maintenance Visit Summary Maintenance Tools, Safety Equipment and Supplies Maintenance Visit Procedure Maintenance Checklist Mulch Specifications Example Filterra Project Maintenance Report Sheet Example Filterra Structure Maintenance Report Sheet Filterra® Warranty Drawing FTST-2: Filterra Standard Configuration Detail Drawing FTNL-3: Filterra Narrow Length Configuration Detail Drawing FTNW-3: Filterra Narrow Width Configuration Detail 03%22%11 kristar.com toll free: 800-579-8819 The following general specifications describe the general operations and maintenance requirements for the Americast stormwater bioretention filtration system, the Filterra°. The system utilizes physical, chemical and biological mechanisms of a soil, plant and microbe complex to remove pollutants typically found in urban stormwater runoff. The treatment system is a fully equipped, pre -constructed drop-in place unit designed for applications in the urban landscape to treat contaminated runoff. ' Other Naafis of _..��,. e *ygasi Flow d. i Overflow Retie€ Stormwater flows through a specially designed filter media mixture contained in a landscaped concrete container. The mixture immobilizes pollutants which are then decomposed, volatilized and incorporated into the biomass of the Filterra® system's micro/macro fauna and flora. Stormwater runoff flows through the media and into an underdrain system at the bottom of the container, where the treated water is discharged. Higher flows bypass the Filterra® to a downstream inlet or outfall. Maintenance is a simple, inexpensive and safe operation that does not require confined space access, pumping or vacuum equipment or specialized tools. Properly trained landscape personnel can effectively maintain Filterra® Stormwater systems by following instructions in this manual. 03/22/11 kristar.com toll free: 800-579-8819 Filterra° is a bioretention system in a concrete box. Contaminated stormwater runoff enters the filter box through the curb inlet spreading over the 3 -inch layer of mulch on the surface of the filter media. As the water passes through the mulch layer, most of the larger sediment particles and heavy metals are removed through sedimentation and chemical reactions with the organic material in the mulch. Water passes through the soil media where the finer particles are removed and other chemical reactions take place to immobilize and capture pollutants in the soil media. The cleansed water passes into an underdrain and flows to a pipe system or other appropriate discharge point. Once the pollutants are in the soil, the bacteria begin to break down and metabolize the materials and the plants begin to uptake and metabolize the pollutants. Some pollutants such as heavy metals, which are chemically bound to organic particles in the mulch, are released over time as the organic matter decomposes to release the metals to the feeder roots of the plants and the cells of the bacteria in the soil where they remain and are recycled. Other pollutants such as phosphorus are chemically bound to the soil particles and released slowly back to the plants and bacteria and used in their metabolic processes. Nitrogen goes through a very complex variety of biochemical processes where it can ultimately end up in the plant/bacteria biomass, turned to nitrogen gas or dissolves back into the water column as nitrates depending on soil temperature, pH and the availability of oxygen. The pollutants ultimately are retained in the mulch, soil and biomass with some passing out of the system into the air or back into the water. Each project presents different scopes for the use of Filterra° systems. To ensure the safe and specified function of the stormwater BMP, Americast reviews each application before supply. Information and help may be provided to the design engineer during the planning process. Correct Filterra° box sizing (by rainfall region) is essential to predict pollutant removal rates for a given area. The engineer shall submit calculations for approval by the local jurisdiction. The contractor is responsible for the correct installation of Filterra units as shown in approved plans. A comprehensive installation manual is available at filterra.com. All stormwater treatment systems require maintenance for effective operation. This necessity is often incorporated in your property's permitting process as a legally binding BMP maintenance agreement. • Avoid legal challenges from your jurisdiction's maintenance enforcement program. • Prolong the expected lifespan of your Filterra media. • Avoid more costly media replacement. • Help reduce pollutant loads leaving your property. Simple maintenance of the Filterra° is required to continue effective pollutant removal from stormwater runoff before discharge into downstream waters. This procedure will also extend the longevity of the living biofilter system. The unit will recycle and accumulate pollutants within the biomass, but is also subjected to other materials entering the throat. This may include trash, silt and leaves etc. which will be contained within the void below the top grate and above the mulch layer. Too much silt may inhibit the Filterra's° flow rate, which is the reason for site stabilization before activation. Regular replacement of the mulch stops accumulation of such sediment. 03/22/11 kristar.com tall free: 800-879-8819 W5131T1rT&TNU7M= by KRISTAR Americast includes a 1 -year maintenance plan with each system purchase. Annual included maintenance consists of a maximum of two (2) scheduled visits. Additional maintenance may be necessary depending on sediment and trash loading (by Owner or at additional cost). The start of the maintenance plan begins when the system is activated for full operation. Full operation is defined as the unit installed, curb and gutter and transitions in place and activation (by Supplier) when mulch and plant are added and temporary throat protection removed. Activation cannot be carried out until the site is stabilized (full landscaping, grass cover, final paving and street sweeping completed). Maintenance visits are scheduled seasonally; the spring visit aims to clean up after winter loads including salts and sands. The fall visit helps the system by removing excessive leaf litter. A first inspection to determine if maintenance is necessary should be performed at least twice annually after every major storm event of greater than (1) one inch total depth (subject to regional climate). Please refer to the maintenance checklist for specific conditions that indicate if maintenance is necessary. It has been found that in regions which receive between 30-50 inches of annual rainfall, (2) two visits are generally required. Regions with less rainfall often only require (1) one visit per annum. Varying land uses can affect maintenance frequency; e.g. some fast food restaurants require more frequent trash removal. Contributing drainage areas which are subject to new development wherein the recommended erosion and sediment control measures have not been implemented require additional maintenance visits. Some sites may be subjected to extreme sediment or trash loads, requiring more frequent maintenance visits. This is the reason for detailed notes of maintenance actions per unit, helping the Supplier and Owner predict future maintenance frequencies, reflecting individual site conditions. Owners must promptly notify the (maintenance) Supplier of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology. Owners should also advise other landscape or maintenance contractors to leave all maintenance to the Supplier (i.e. no pruning or fertilizing). It is the responsibility of the owner to provide adequate irrigation when necessary to the plant of the Filterra° system. Clean up due to major contamination such as oils, chemicals, toxic spills, etc. will result in additional costs and are not covered under the Supplier maintenance contract. Should a major contamination event occur, the Owner must block off the outlet pipe of the Filterra° (where the cleaned runoff drains to, such as drop -inlet) and block off the throat of the Filterra . The Supplier should be informed immediately. 93/22111 kristar.com tall free: 800-579-3819 Each maintenance visit consists of the following simple tasks (detailed instructions below). 1. Inspection of Filterra® and surrounding area 2. Removal of tree grate and erosion control stones 3. Removal of debris, trash and mulch 4. Mulch replacement 5. Plant health evaluation and pruning or replacement as necessary 6. Clean area around Filterra° 7. Complete paperwork Ideal tools include: camera, bucket, shovel, broom, pruners, hoe/rake, and tape measure. Appropriate Personal Protective Equipment (PPE) should be used in accordance with local or company procedures. This may include impervious gloves where the type of trash is unknown, high visibility clothing and barricades when working in close proximity to traffic and also safety hats and shoes. A T -Bar or crowbar should be used for moving the tree grates (up to 170 lbs ea.). Most visits require only replacement mulch. Three bags of double shredded mulch are used per unit (on a standard 6x6' size). Some visits may require additional Filterra® engineered soil media available from the Supplier. 03/22/11 kristar.com toll free: 800-579-8819 • Record individual unit maintenance with photograph (numbered). Record on Maintenance Report (see example in this document) the following: Record on Maintenance Report the following: Standing Water yes no Damage to Box Structure Damage yes no to Grate yes no Is Bypass Clear yes no If yes answered to any of these observations, record with close-up photograph (numbered). • Remove metal grates for access into Filterra® box. • Dig out silt (if any) and mulch and remove trash & foreign items. Record on Maintenance Report the following: Silt/Clay yes no Cups/ Bags yes no Leaves yes 1 no # of Buckets Removed • After removal of mulch and debris, measure distance from the top of the Filterra® engineered media soil to the bottom of the top slab. If this distance is greater than 12", add Filterra® media (not top soil or other) to recharge to a 9" distance. Record on Maintenance Report the following: Distance to Bottom of Top Slab (inches) # of Buckets of Media Added toll free: I fax: drainageprotection.com 1 kristar.com 6) fi [te rfa by KRISTAR • Please see mulch specifications. • Add double shredded mulch evenly across the entire unit to a depth of 3". • Ensure correct repositioning of erosion control stones by the Filterra° inlet to allow for entry of trash during a storm event. • Replace Filterra° grates correctly using appropriate lifting or moving tools, taking care not to damage the plant. • Examine the plant's health and replace if dead. • Prune as necessary to encourage growth in the correct directions Record on Maintenance Report the following: Height above Grate (feet) Width at Widest Point (feet) Health alive I dead Damage to Plant yes I no Plant Replaced yes I no • Clean area around unit and remove all refuse to be disposed of appropriately. • Deliver Maintenance Report and photographs to appropriate location (normally Americast during maintenance contract period). • Some jurisdictions may require submission of maintenance reports in accordance with approvals. It is the responsibility of the Owner to comply with local regulations. 03122.'11 kristar.com to![ free: 800-870-8810 Inlet Excessive sediment or Accumulated sediments Inlet should be free of Sediments and/or trash trash accumulation or trash impair free flow obstructions allowing free should be removed. of water into Filterra distributed flow of water into Filterra. Mulch Cover Trash and floatable Excessive trash and/or Minimal trash or other Trash and debris should debris accumulation debris accumulation. debris on mulch cover. be removed and mulch cover raked level. Ensure bark nugget mulch is not used. Mulch Cover "Ponding" of water on "Ponding" in unit could be Stormwater should drain Recommend contact mulch cover. indicative of clogging due freely and evenly through manufacturer and replace to excessive fine mulch cover. mulch as a minimum. sediment accumulation or spill of petroleum oils. Vegetation Plants not growing or in Soil/mulch too wet, Plants should be healthy Contact manufacturer for poor condition. evidence of spill. and pest free. advice. Incorrect plant selection. Pest infestation. Vandalism to plants. Vegetation Plant growth excessive Plants should be Trim/prune plants in appropriate to the accordance with typical species and location of landscaping and safety Filterra. needs. Structure Structure has visible Cracks wider than %2 inch Vault should be repaired. cracks or evidence of soil particles entering the structure through the cracks. Maintenance is ideally to be performed twice annually. Inspection to be performed after every major storm event >1 inch total depth, subject to climate. toil free: 1 fax: I drainageprotection.com { kristar.com 03122111 : 03122111 Standing Water M IF Yes, STOP NOW & call 888-950-8826 Damage to Box Structure "ll'!IN If YES to anv observation take close up photo Silt / Clay Cups/Bags Leaves Other Distance to Bottom of Top Slab (in.) Buckets of Media Added (# of) Damage to Grate Is Bypass Clear Notes Buckets Removed (# of) Notes Notes If YES to plant damaqe take close u (use back if necessary) 03/22111 6) fj Ite fra Seller warrants goods sold hereunder against defects in materials and workmanship only, for a period of (1) year from date the Seller activates the system into service. Seller makes no other warranties, expressed or implied. Seller's liability hereunder shall be conditioned upon the Buyer's installation, maintenance, and service of the goods in strict compliance with the written instructions and specifications provided by the Seller. Any deviation from Seller's instructions and specifications or any abuse or neglect shall void all warranties. In the event of any claim upon Seller's warranty, the burden shall be upon the buyer to prove strict compliance with all instructions and specifications provided by the Seller. Seller's liability hereunder shall be limited only to the cost or replacement of the goods. Buyer agrees that Seller shall not be liable for any consequential losses arising from the purchase, installation, and/or use of the goods. 03/22/11 kristar.com toll free; 800-879-8819 N CD Y 6.00" W - 6.00" FL F H LL rh 6.00" m III --------"'i" -------- I NO DUMPING PLACARD. I I TREE GRATE & FRAME. FRAME CAST MONOLITHIC I D� DOOo�O° I STANDARD 48.00" INTO TOP SECTION. I O 0 CURB INLET OPENING L I CLEAN OUT ACCESS COVER. A ; oOoO� D A 6.00" II I i SDR -35 PVC COUPLING PROVIDED. 3X 02.00" IRRIGATION PORTS CAST MONOLITHIC, OPTIONAL ON ALL FOUR SIDES. IN TOP SECTION. TREE/PLANT AS REQUIRED. TO BE INSTALLED AT ACTIVATION. TREE GRATE & FRAME. FRAME CAST MONOLITHIC INTO TOP SECTION. 8.00 3.50' [42.00"] INVERT TO TOP 4.17' [50.00"] SDR -35 PVC COUPLING PROVIDED. CAST MONOLITHIC. OPTIONAL ON ALL FOUR SIDES. BEDDING. BY OTHERS CLEAN OUT ACCESS COVER. STANDARD 48.00" CURB INLET OPENING ■1�1 r .. GUTTER FLOW LINE 18.00" r.2!.a JOINT. •• MAP mm"17�z SECTIONBASE i 6.00 FILTERRA FILTER MEDIA PROVIDED. UNDERDRAIN STONE PROVIDED. PERFORATED UNDERDRAIN SYSTEM PROVIDED. Precast Fi Iterra° V 1 1't KRISTAR KriStar Enterprises, Inc.fifirra'@ fol 360 Sutton Place, Santa Rosa, CA 95407 Standard Configuration (Square) Ph: 800.579.8819, Fax: 707.524.8186, www.kristar.com US PAT 6.277.274 AND 6.569,321 Western Zone DRAWING N0. REV -ECO DATE WZ FTST-K-01 1021 0004 JPR 3/28/11 JPR 1/7/11 TABULATION Size / Designation L w (Feet) (Feet) Tree Grate Outlet Pipe Quantity / Size PVC SDR -35 4'x 4' 4.00' 4.00' 1 Ea. / Tx 3' 04.00" 6'x 6' 6.00' 1 6.00' 1 Ea. / Tx 3' 04.00" FILTERRA FILTER MEDIA PROVIDED. UNDERDRAIN STONE PROVIDED. PERFORATED UNDERDRAIN SYSTEM PROVIDED. Precast Fi Iterra° V 1 1't KRISTAR KriStar Enterprises, Inc.fifirra'@ fol 360 Sutton Place, Santa Rosa, CA 95407 Standard Configuration (Square) Ph: 800.579.8819, Fax: 707.524.8186, www.kristar.com US PAT 6.277.274 AND 6.569,321 Western Zone DRAWING N0. REV -ECO DATE WZ FTST-K-01 1021 0004 JPR 3/28/11 JPR 1/7/11 N O 6.00" W 6.00" Y H �- 6.00" ISI ------------'I'------------ I NO DUMPING PLACARD. TREE GRATE & FRAME. I I FRAME CAST MONOLITHIC oD O� I-, INTO TOP SECTION. I 0 ��� � o I CURBjj�� 0 0 I STANDARD 48.00- j§jm1m;!� O CURB INLET OPENING. QQ��QQpp�p�� o gm L-�----- A i o�o OooOO��Q�p�� i A CLEAN OUT ACCESS COVER. o0 i . f - L-----------�Ir------ `©/ --J --J 6.00" III--- SDR-35 PVC COUPLING PROVIDED. CAST MONOLITHIC, OPTIONAL ON ALL FOUR SIDES. TREE/PLANT AS REQUIRED. TO BE INSTALLED AT ACTIVATION. TREE GRATE & FRAME. - FRAME CAST MONOLITHIC INTO TOP SECTION. 8. 0 3.50' [42.00"] INVERT TO TOP 4.17' [50.001 SDR -35 PVC COUPLING PROVIDED. CAST MONOLITHIC. OPTIONAL ON ALL FOUR SIDES. PERFORATED UNDERDRAIN SYSTEM PROVIDED. 3X 02.00" IRRIGATION PORTS IN TOP SECTION. /,-CLEAN OUT ACCESS COVER. STANDARD 48.00" CURB INLET OPENING 8.50" GUTTER FLOW LINE 18.00" TOP SECTION T&G JOINT. BEDDING. � BY OTHERS SECTION A -A 32.00" BASE SECTION 6.00 FILTERRA FILTER MEDIA PROVIDED. UNDERDRAIN STONE PROVIDED. TITLE 4))Precast Filterra® Unit ,,STAR KriStar Enterprises, Inc. MOM,, 360 Sutton Place, Santa Rosa, CA 95407 Narrow Length Configuration Ph: 800.579.8819, Fax: 707.524.8186, www.kristar.com US PAT 6.277.274 AND 6,569,321 Western Zone DRAWING N0. REV F -ECA DATE WZ FTNL-K-02 1021 0004 JPR 3/28/11 JPR 1/7/11 TABULATION Size / Designation L (Feet) W (Feet) Tree Grate Outlet Pipe Quantity / Size PVC SDR -35 4'X 6' 4.00' 6.00' 1 ea. / Tx 3' 04.00" 4'x 6.5' 4.00' 6.50' 1 ea. / Tx 3' 04.00" 4'x 8' 4.00' 8.00' 1 ea. / Tx 3' 04.00" 4'x 16' 4.00' 16.00' 2ea. / Tx 3' 04.00" 6'x 8' 6.00' 8.00' 1 ea. / 4'x 4' 04.00" 6' x 1.0' 6.00' 10.00' 1 ea. / 4'x 4' 06.00" 6'x 12' 6.00' 12.00' 2ea. / 4'x 4' 06.00" 8'x 16' 8.00' 16.00' 2ea. / 4'x 4' 06.00" 8' x 18' 8.00' 18.00' 3ea. / 4'x 4' 06.00" 8'x 20' 1 8.00' 1 20.00' 13ea. / 4'x 32.00" BASE SECTION 6.00 FILTERRA FILTER MEDIA PROVIDED. UNDERDRAIN STONE PROVIDED. TITLE 4))Precast Filterra® Unit ,,STAR KriStar Enterprises, Inc. MOM,, 360 Sutton Place, Santa Rosa, CA 95407 Narrow Length Configuration Ph: 800.579.8819, Fax: 707.524.8186, www.kristar.com US PAT 6.277.274 AND 6,569,321 Western Zone DRAWING N0. REV F -ECA DATE WZ FTNL-K-02 1021 0004 JPR 3/28/11 JPR 1/7/11 N O Y Z F - LL N 6.00" L TREE GRATE & FRAME. FRAME CAST MONOLITHIC I o0 INTO TOP SECTION. I 6.00" 4 I I I I 3X 02.00" IRRIGATION PORTS IN TOP SECTION. TREE/PLANT AS REQUIRED. TO BE INSTALLED AT ACTIVATION. TREE GRATE & FRAME. FRAME CAST MONOLITHIC INTOI TOP SECTION. 1 8.00 3.50' [42.00' INVERT TO TOP = 4.17' [50.00 W - 6.00" - - - - - - - NO DUMPING PLACARD. i0� I � I -- - CLEAN OUT ACCESS COVER. I I I I I I ��O 0 gmm'/ Ooao° F, I I I A I I I I I I III I --J 4- BEDDING. BEDDING. BY OTHERS. SDR -35 PVC COUPLING PROVIDED. CAST MONOLITHIC, OPTIONAL SECTION A -A ON ALL FOUR SIDES, LOCATION VARIABLE. STANDARD 48.00" CURB INLET OPENING. UNITS WIDER THAT 10.00' HAVE MULTIPLE OPENINGS. SEE TABULATION. SDR -35 PVC COUPLING PROVIDED. CAST MONOLITHIC, OPTIONAL ON ALL FOUR SIDES, LOCATION VARIABLE. CLEAN OUT ACCESS COVER. STANDARD 48.00" CURB INLET OPENING GUTTER FLOW LINE 18.00" f TOP SECTION T&G JOINT. 32.00" BASE SECTION FILTERRA FILTER MEDIA PROVIDED. UNDERDRAIN STONE PROVIDED. PERFORATED UNDERDRAIN SYSTEM PROVIDED. Precast FilterraoUnit KRISTAR KriStar Enterprises, Inc." Wl 360 Sutton Place, Santa Rosa, CA 95407 f i Re rra ,5 Narrow Width Configuration Ph: 800.579.8819, Fax: 707.524.8186, www.kristar.com US PAT 6,277,274 AND 6,569,321 Western Zone DRAWING N0. aEv F -ECO DATE WZ FTNW-K-02 02 0004 JPR 3/28/11 JPR 1/7/11 TABULATION Size / Designation L (Feet) W (Feet) Tree Grate Outlet Pipe Inlet Openigs Quantity / Size PVC SDR -35 Quantity / Size 6'X 4' 6.00' 4.00' lea. / Tx 3' 04.00" 1 ea. / 48.00" 6.5' x 4' 6.50' 4.00' lea. / X x 3' 04.00" 1 ea. / 48.00" 8'x 4' 8.00' 4.00' lea. / Tx 3' 04.00" 1 ea. / 48.00" 8'x 6' 1 8.00' 6.00' lea. / 4'x 4' 04.00" 1 ea. / 48.00" 10' x 6' 10.00' 6.00' 1 ea. / 4' x 4' 06.00" lea. / 48.00" 12'x 6' 12.00' 6.00' 2ea. / 4'x 4'1 06.00" Zea. / 48.00" 16'x 4' 16.00' 4.00' 2ea. / Tx 3' 04.00" 2ea. / 48.00" 16'x 8' 12.00' 8.00' 2ea. / 4'x 4' 06.00" 2ea. / 48.00" 18'X 8' 12.00' 8.00' 3ea. 14'x 4' 06.00" 3ea. / 48.00" 20'x 8' 1 20.00' 8.00' 3ea. / 4'x 4' 06.00" 13ea. / 48.00" Precast FilterraoUnit KRISTAR KriStar Enterprises, Inc." Wl 360 Sutton Place, Santa Rosa, CA 95407 f i Re rra ,5 Narrow Width Configuration Ph: 800.579.8819, Fax: 707.524.8186, www.kristar.com US PAT 6,277,274 AND 6,569,321 Western Zone DRAWING N0. aEv F -ECO DATE WZ FTNW-K-02 02 0004 JPR 3/28/11 JPR 1/7/11 TECHNICAL GUIDANCE DOCUMENT APPENDICES HSC -2: Impervious Area Dispersion Impervious area dispersion refers to the practice of routing runoff from impervious areas, such as rooftops, walkways, and patios onto the surface of adjacent pervious areas. Runoff is dispersed uniformly via splash block or dispersion trench and soaks into the ground as it move slowly across the surface of pervious areas. Minor ponding may occur, but it is not the intent of this practice to actively promote localized on -lot storage (See HSC -1: Localized On -Lot Infiltration). Feasibility Screening Considerations • Impervious area dispersion can be used where infiltration would otherwise be infeasible, however dispersion depth over landscaped areas should be limited by site-specific conditions to prevent standing water or geotechnical issues. Opportunity Criteria • Rooftops and other low traffic impervious surface present in drainage area. Soils are adequate for in[iltration. If not, soils can be amended to improve capacity to absorb dispersed water (see MISC-2: Amended Soils). • Significant pervious area present in drainage area with shallow slope • Overflow from pervious area can be safely managed. OC -Specific Design Criteria and Considerations ❑Soils should be preserved from their natural condition or restored via soil amendments to meet minimum criteria described in Section . E] parts minimum of 1 part pervious area capable of receiving flow should be provided for every 2 parts of impervious area disconnected. The pervious area receiving flow should have a slope <_ 2 percent and path lengths of >_ 20 feet ❑ per 1000 sf of impervious area. ❑Dispersion areas should be maintained to remove trash and debris, loose vegetation, and protect any areas of bare soil from erosion. ❑ Velocity of dispersed flow should not be greater than 0.5 ft per second to avoid scour. Calculating HSC Retention Volume • The retention volume provided by downspout dispersion is a function of the ratio of impervious to pervious area and the condition of soils in the pervious area. • Determine flow patterns in pervious area and estimate footprint of pervious area receiving dispersed flow. Calculate the ratio of pervious to impervious area. • Check soil conditions using the soil condition design criteria below; amend if necessary. • Look up the storm retention depth, dHsc from the chart below. XIV -5 May 19, 2011 TECHNICAL GUIDANCE DOCUMENT APPENDICES • The max dHsc is equal to the design storm Ratio of Pervious! to Impero vius Area that may be used as the first element in depth for the project site any treatment train 4,9 E Soil Condition Design Criteria _a only include the pervious area receiving f ElMaximum reduces the sizing requirement for 0.7 0-6 slope of 2 percent BMPs ❑ Well-established lawn or landscaping, Additional References for Design Guidance 0,6 ❑ Minimum soil amendments per criteria in 03 MISC-2: Amended Soils. a a 0") • City of Portland Bureau of Environmental Services. 2010. How to manage stormwater — 0. • Seattle Public Utility: 0 Configuration` for Use in a Treatment Train u01 006395.pdf 0 0.5 9 1,6 2 • Impervious area disconnection is an HSC Ratio of Pervious! to Impero vius Area that may be used as the first element in any treatment train 'Pervious area used in calculation should ! only include the pervious area receiving • The use of impervious area disconnection flow, not pervious area receiving only direct reduces the sizing requirement for rainfall or upslope pervious drainage. downstream LID and/or treatment control BMPs Additional References for Design Guidance • SMC LID Manual (pp 131) http://www.lowimpactdevelopment.orWguest7ypub/All_Proj ects/SoCal_LID_Manual/SoCa1L ID_ ManualFINAL_040910.pdf • City of Portland Bureau of Environmental Services. 2010. How to manage stormwater — Disconnect Downspouts. ht!p//www.portlandonline.com/bes/index.cfm?c=43081&a=177702 • Seattle Public Utility: http*//www.cityofseattle.org/util/stellent/ oups/public/Qspu/@usm/documents/webcontent/sp u01 006395.pdf • Thurston County, Washington State (pp 10): httpy7vvww.co.thurston.wa.us/stormwater/manual/docs-fags/DG-S-Roof-Runoff- Control_ Revlllan24.pdf XIV -6 May 19, 2011 RESIDENTIAL, HOTEL, AND TECHNICAL GUIDANCE DOCUMENT APPENDICES AUTO DEALERSHIP BI0-7: Proprietary Biotreatment Proprietary biotreatment devices are devices that are manufactured to mimic natural systems such as bioretention areas by incorporating plants, soil, and microbes engineered to provide treatment at higher flow rates or volumes and with smaller footprints than their natural counterparts. Incoming flows are typically filtered through a planting media (mulch, compost, soil, plants, microbes, etc.) and either infiltrated or collected by an underdrain and delivered to the storm water conveyance system. Tree box filters are an increasingly common type of proprietary biotreatment device that are installed at curb level and filled with a bioretention type soil. For low to moderate flows they operate similarly to bioretention systems and are bypassed during high flows. Tree box filters are highly adaptable solutions that can be used in all types of development and in all types of soils but are especially applicable to dense urban parking lots, street, and roadways. Feasibility Screening Considerations • Proprietary biotreatment devices that are unlined may cause incidental infiltration. Therefore, an evaluation of site conditions should be conducted to evaluate whether the BMP should include an impermeable liner to avoid infiltration into the subsurface. Opportunity Criteria • Drainage areas of 0.25 to 1.0 acres. • Land use may include commercial, residential, mixed use, institutional, and subdivisions. Proprietary biotreatment facilities may also be applied in parking lot islands, traffic circles, road shoulders, and road medians. • Must not adversely affect the level of flood protection provided by the drainage system. OC -Specific Design Criteria and Considerations Frequent maintenance and the use of screens and grates to keep trash out may decrease the El likelihood of clogging and prevent obstruction and bypass of incoming flows. 0 Consult proprietors for specific criteria concerning the design and performance. Proprietary biotreatment may include specific media to address pollutants of concern. However, for proprietary device to be considered a biotreatment device the media must be capable of supporting rigorous growth of vegetation. Proprietary systems must be acceptable to the reviewing agency. Reviewing agencies shall have the discretion to request performance information. Reviewing agencies shall have the Q discretion to deny the use of a proprietary BMP on the grounds of performance, maintenance considerations, or other relevant factors. XIV -69 May 19, 2011 TECHNICAL GUIDANCE DOCUMENT APPENDICES In right of way areas, plant selection should not impair traffic lines of site. Local jurisdictions may also limit plant selection in keeping with landscaping themes. Computing Sizing Criteria for Proprietary Biotreatment Device • Proprietary biotreatment devices can be volume based or flow -based BMPs. • Volume -based proprietary devices should be sized using the Simple Design Capture Volume Sizing Method described in Appendix III.3.1 or the Capture Efficiency Method for Volume -Based, Constant Drawdown BMPs described in Appendix III.3.2. • The required design flowrate for flow -based proprietary devices should be computed using the Capture Efficiency Method for Flow -based BMPs described in Appendix III.3.3). Additional References for Design Guidance • Los Angeles Unified School District (LAUSD) Stormwater Technical Manual, Chapter 4: httpWvry w.laschools.org mployee/design/fs-studies-and- reports/download/white paper report material/Storm Water Technical Manual -2009 -opt re anual2009-optre d. p df?version_id=76975850 • Los Angeles County Stormwater BMP Design and Maintenance Manual, Chapter 9: http-//dpw.lacounbr.gov/DES/design__ manuals/StormwaterBMPD esignandMaintenance.pdf • Santa Barbara BMP Guidance Manual, Chapter 6: http://www. santabarbaraca. go WNRAdonlyres/91 D1FA75-C185-491 E-A882- 49EE17789DF8/0/Manual_ 071008_Final.p df XIV -70 May 19, 2011 Media Filter MP -40 Description Design Considerations stormwater media filters are usually two -chambered including a ■ Design Storm pretreatment settling basin and a filter bed filled with sand or ■ Media Type other absorptive filtering media. As stormwater flows into the ■ Maintenance Requirement first chamber, large particles settle out, and then finer particles and other pollutants are removed as stormwater flows through the filtering media in the second chamber. There are currently three manufacturers of stormwater filter systems. Two are similar in that they use cartridges of a standard size. The cartridges are placed in vaults; the number of cartridges a function of the design flow rate. The water flows laterally (horizontally) into the cartridge to a centerwell, then downward to an underdrain system. The third product is a flatbed filter, similar in appearance to sand filters. California Experience There are currently about 75 facilities in California that use Targeted Constituents manufactured filters. 21 Sediment CQ Nutrients Advantages Q Trash ■ Requires a smaller area than standard flatbed sand filters, B Meds, wet ponds, and constructed wetlands. Bacteria ■ There is no standing water in the units between storms, ® ail and Grease minimizing but does not entirely eliminate the opportunity Organics for mosquito breeding. Removal Effectiveness See New Development and ■ Media capable of removing dissolved pollutants can be Redevelopment Handbook -Section 5. selected. ■ One system utilizes media in layers, allowing for selective removal of pollutants. ■ The modular concept allows the design engineer to more closely match the size of the facility= to the design storin. Limitations ■ As some of the manufactured filter systems function at higher flow rates and/or have larger media than found in flatbed filters, the former may not provide the same level of performance as standard sand filters. However, the level of treatment may still be satisfactory. ■ As with all filtration systems, use in catchments that have significant areas of non -stabilized soils can lead to premature clogging. January 2403 California Storrnwater BMP Handbook 1 of 3 New Development and Redevelopment www.cabmphandbo<)ks.com MP -40 Metria Filter Design and Sizing Guidelines There are currently three manufacturers of stormwater filter systems. Filter System A: This system is similar in appearance to a slow -rate sand filter. However, the media is cellulose material treated to enhance its ability to remove hydrocarbons and other organic compounds. The media depth is 12 inches (30 cm). It operates at a very high rate, 20 gpm/ft2 at peak flows. Normal operating rates are much lower assuming that the stormwater covers the entire bed at flows less than the peak rate. The system uses vortex separation for pretreatment. As the media is intended to remove sediments (with attached pollutants) and organic compounds, it would not be expected to remove dissolved pollutants such as nutrients and metals unless they are complexed with the organic compounds that are removed. Filter System B: It uses a simple vertical filter consisting of 3 inch diameter, 3o inch high slotted plastic pipe wrapped with fabric. The standard fabric has nominal openings of io microns. The stormwater flows into the vertical filter pipes and out through an underdrain system. Several units are placed vertically at 1 foot intervals to give the desired capacity. Pretreatment is typically a dry extended detention basin, with a detention time of about 3o hours. Stormwater is retained in the basin by a bladder that is automatically inflated when rainfall begins. This action starts a timer which opens the bladder 3o hours later. The filter bay has an emptying time of 12 to 24 hours, or about I to 2 gpm/ft2 of filter area. This provides a total elapsed time of 42 to 54 hours. Given that the media is fabric, the system does not remove dissolved pollutants. It does remove pollutants attached to the sediment that is removed. Filter System C: The system use vertical cartridges in which stormwater enters radially to a center well within the filter unit, flowing downward to an underdrain system. Flow is controlled by a passive float valve system, which prevents water from passing through the cartridge until the water level in the vault rises to the top of the cartridge. Full use of the entire filter surface area and the volume of the cartridge is assured by a passive siphon mechanism as the water surface recedes below the top of the cartridge. A balance between hydrostatic forces assures a more or less equal flow potential across the vertical face of the filter surface. Hence, the filter surface receives suspended solids evenly. Absent the float valve and siphon systems, the amount of water treated over time per unit area in a vertical filter is not constant, decreasing with the filter height; furthermore, a filter would clog unevenly. Restriction of the flow using orifices ensures consistent hydraulic conductivity of the cartridge as a whole by allowing the orifice, rather than the media, whose hydraulic conductivity decreases over time, to control flow. The manufacturer offers several media used singly or in combination (dual- or multi -media). Total media thickness is about 7 inches. Some media, such as fabric and perlite, remove only suspended solids (with attached pollutants). Media that also remove dissolved include compost, zeolite, and iron -infused polymer. Pretreatment occurs in an upstream unit and/or the vault within which the cartridges are located. Water quality volume or flow rate (depending on the particular product) is determined by local governments or sized so that 85% of the annual runoff volume is treated. Construction/ Inspection Considerations ■ Inspect one or more times as necessary during the first wet season of operation to be certain that it is draining properly. 2 of 3 California Stormwater BMP Handbook )angary 2003 New Development and Redevelopment www.cabmphandbooks.com Magna Filter FOM6,001MINUT, The mechanisms of pollutant removal are essentially the same as with public domain filters (TC -40) if of a similar design. Whether removal of dissolved pollutants occurs depends on the media. Perlite and fabric do not remove dissolved pollutants, whereas for examples, zeolites, compost, activated carbon, and peat have this capability. As most manufactured filter systems function at higher flow rates and have larger media than found in flatbed filters, they may not provide the same level of performance as standard sand filters. However, the level of treatment may still be satisfactory - Siting Criteria There are no unique siting criteria. Additional Design Guidelines Follow guidelines provided by the manufacturer_ Maintenance ■ Maintenance activities and frequencies are specific to each product. Annual maintenance is typical. ■ Manufactured filters, like standard filters (TC -4o), require more frequent maintenance than most standard treatment systems like wet ponds and constructed wetlands, typically annually for most sites. ■ Pretreatment systems that may precede the filter unit should be maintained at a frequency specified for the particular process. Cost Manufacturers provide costs for the units including delivery. Installation costs are generally on the order of 50 to loo % of the manufacturer's costs. Cost Considerations ■ Filters are generally more expensive to maintain than swales, ponds, and basins. ■ The modularity of the manufactured systems allows the design engineer to closely match the capacity of the facility to the design storm, more so than with most other manufactured products. References and Sources of Additional Information Minton, G.R., 2002, Stormwater Treatment: Biological, Chemical, and Engineering Principles, RPA Press, 416 pages. January 2003 California Stormwater BMP Handbook 3 of 3 New Development and Redevelopment www.cabmphanclbooks.com Site Design & Landscape Planning SD -10 Design Objectives Q Maximize Infiltration Q Provide Retention Q Slotnr Runoff Q Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey Description Each project site possesses unique topographic, hydrologic, and vegetative features, some of which are more suitable for development than others. Integrating and incorporating appropriate landscape planning methodologies into the project design is the most effective action that can be done to minimize surface and groundwater contamination from stormwater. Approach Landscape planning should couple consideration of land suitability for urban uses with consideration of community goals and projected growth. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. Design Considerations Design requirements for site design and landscapes planning should conform to applicable standards and specifications of agencies with jurisdiction and be consistent with applicable General Plan and Local Area Plan policies. z,:,=._ All W1,AA VU January 2003 California Stormwater BMP Handbook 1 of 4 New Development and Redevelopment www.cabmphandbooks.com SD -10 Site Design & Landscape Planning Designing New Installations Begin the development of a plan for the landscape unit with attention to the following general principles: ■ Formulate the plan on the basis of clearly articulated community goals. Carefully identify conflicts and choices between retaining and protecting desired resources and community growth. ■ Map and assess land suitability for urban uses. Include the following landscape features in the assessment: wooded land, open unwooded land, steep slopes, erosion -prone soils, foundation suitability, soil suitability for waste disposal, aquifers, aquifer recharge areas, wetlands, floodplains, surface waters, agricultural lands, and various categories of urban land use. When appropriate, the assessment can highlight outstanding local or regional resources that the community determines should be protected (e.g., a scenic area, recreational area, threatened species habitat, farmland, fish run). Mapping and assessment should recognize not only these resources but also additional areas needed for their sustenance. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels. Conserve Natural Areas during Landscape Planning If applicable, the following items are required and must be implemented in the site layout during the subdivision design and approval process, consistent with applicable General Plan and Local Area Plan policies: ■ Cluster development on least -sensitive portions of a site while leaving the remaining land in a natural undisturbed condition. ■ Limit clearing and grading of native vegetation at a site to the minimum amount needed to build lots, allow access, and provide fire protection. ■ Maximize trees and other vegetation at each site by planting additional vegetation, clustering tree areas, and promoting the use of native and/or drought tolerant plants. ■ Promote natural vegetation by using parking lot islands and other landscaped areas. ■ Preserve riparian areas and wetlands. Maximize Natural Water Storage and Infiltration Opportunities Within the Landscape Unit ■ Promote the conservation of forest cover. Building on land that is already deforested affects basin hydrology to a lesser extent than converting forested land. Loss of forest cover reduces interception storage, detention in the organic forest floor layer, and water losses by evapotranspiration, resulting in large peak runoff increases and either their negative effects or the expense of countering them with structural solutions. ■ Maintain natural storage reservoirs and drainage corridors, including depressions, areas of permeable soils, swales, and intermittent streams. Develop and implement policies and 2 o 4 California Stormwater BMP Handbook January 2003 New Developmentand Redevelopment www.cabmphandbooks.com Site Design & Landscape Planning SD -10 regulations to discourage the clearing, filling, and channelization of these features. Utilize them in drainage networks in preference to pipes, culverts, and engineered ditches. ■ Evaluating infiltration opportunities by referring to the stormwater management manual for the jurisdiction and pay particular attention to the selection criteria for avoiding groundwater contamination, poor soils, and hydrogeological conditions that cause these facilities to fail. If necessary, locate developments with large amounts of impervious surfaces or a potential to produce relatively contaminated runoff away from groundwater recharge areas. Protection of Slopes and Channels during Landscape Design ■ Convey runoff safely from the tops of slopes. ■ Avoid disturbing steep or unstable slopes. ■ Avoid disturbing natural channels. ■ Stabilize disturbed slopes as quickly as possible. ■ Vegetate slopes with native or drought tolerant vegetation. ■ Control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems. ■ Stabilize temporary and permanent channel crossings as quickly as possible, and ensure that increases in run-off velocity and frequency caused by the project do not erode the channel. ■ Install energy dissipaters, such as riprap, at the outlets of new storm drains, culverts, conduits, or channels that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving waters. ■ Line on-site conveyance channels where appropriate, to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. The first choice for linings should be grass or some other vegetative surface, since these materials not only reduce runoff velocities, but also provide water quality benefits from filtration and infiltration. If velocities in the channel are high enough to erode grass or other vegetative linings, rip rap, concrete, soil cement, or geo-grid stabilization are other alternatives. ■ Consider other design principles that are comparable and equally effective. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of" redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopinenl. If Lhe def rilion applies, Lhe steps ouLliuied under "designing new insLallaliuns" above should be followed. January 2003 California Stormwater BMP Handbook 3 of 4 New Development and Redevelopment www.cabmphandbooks.com SD -10 Site Design & Landscape Planning Redevelopment may present significant opportunity to add features which had not previously been implemented. Examples include incorporation of depressions, areas of permeable soils, and swales in newly redeveloped areas. While some site constraints may exist due to the status of already existing infrastructure, opportunities should not be missed to maximize infiltration, slow runoff, reduce impervious areas, disconnect directly connected impervious areas. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Stormwater Management Manual for Western Washington, Washington State Department of Ecology, August 2001. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 4of 4 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Efficient Irrigation SD -12 Design Objectives © Maximize Infiltration Q Provide Retention Q Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey Description Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stormwater drainage systems. Approach Project plan designs for development and redevelopment should include application methods of irrigation water that minimize runoff of excess irrigation water into the stormwater conveyance system. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Designing Nety Installations The following methods to reduce excessive irrigation runoff should be considered, and incorporated and implemented where determined applicable and feasible by the Permittee: ■ Employ rain -triggered shutoff devices to prevent irrigation after precipitation. ■ Design irrigation systems to each landscape area's specific water requirements. ■ Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. ■ Implement landscape plans consistent with County or City water conservation resolutions, which may include provision I Z-1 of water sensors, programmable irrigation times (for short cycles), etc. January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com SD -12 Efficient Irrigation ■ Design timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the storm water drainage system. ■ Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements (for example, native or drought tolerant species). Consider design features such as: Using mulches (such as wood chips or bar) in planter areas without ground cover to minimize sediment in runoff Installing appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native plant materials where possible and/or as recommended by the landscape architect Leaving a vegetative barrier along the property boundary and interior watercourses, to act as a pollutant filter, where appropriate and feasible - Choosing plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth ■ Employ other comparable, equally effective methods to reduce irrigation water runoff. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of" redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under "designing new installations" above should be followed. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 2 o 2 California Stormwater BMP Handbook January 2003 New Developmentand Redevelopment www.cabmphandbooks.com Storm Drain Signage SD -13 Description Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Storm drain signs and stencils are highly visible source controls that are typically placed directly adjacent to storm drain inlets. Approach The stencil or affixed sign contains a brief statement that prohibits dumping of improper materials into the urban runoff conveyance system. Storm drain messages have become a popular method of alerting the public about the effects of and the prohibitions against waste disposal. Suitable Applications Stencils and signs alert the public to the destination of pollutants discharged to the storm drain. Signs are appropriate in residential, commercial, and industrial areas, as well as any other area where contributions or dumping to storm drains is likely. Design Considerations Storm drain message markers or placards are recommended at all storm drain inlets within the boundary of a development project. The marker should be placed in clear sight facing toward anyone approaching the inlet from either side. All storm drain inlet locations should be identified on the development site map. Designing New Installations The following methods should be considered for inclusion in the project design and show on project plans: ■ Provide stenciling or labeling of all storm drain inlets and catch basins, constructed or modified, within the project area with prohibitive language. Examples include "NO DUMPING January 2003 California Stormwater BMP Handbook 1 of 2 New Developmentand Redevelopment www.cabmphandbooks.com SD -13 Storm Drain Signage DRAINS TO OCEAN" and/or other graphical icons to discourage illegal dumping. ■ Post signs with prohibitive language and/or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area. Note - Some local agencies have approved specific signage and/or storm drain message placards for use. Consult local agency stormwater staff to determine specific requirements for placard types and methods of application. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. If the project meets the definition of "redevelopment", then the requirements stated under " designing new installations" above should be included in all project design plans. Additional Information Maintenance Considerations ■ Legibility of markers and signs should be maintained. If required by the agency with jurisdiction over the project, the owner/operator or homeowner's association should enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibility of placards or signs. Placement ■ Signage on top of curbs tends to weather and fade. ■ Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms. Supplemental Information Examples ■ Most MS4 programs have storm drain signage programs. Some MS4 programs will provide stencils, or arrange for volunteers to stencil storm drains as part of their outreach program. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard ITrban Storm Water Mitigation Plan (SITSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 2 o 2 California Stormwater BMP Handbook January 2003 New Developmentand Redevelopment www.cabmphandbooks.com Street i ILII Description and Purpose Street sweeping and vacuuming includes use of self-propelled and walk -behind equipment to remove sediment from streets and roadways, and to clean paved surfaces in preparation for final paving. Sweeping and vacuuming prevents sediment from the project site from entering storm drains or receiving waters. Suitable Applications Sweeping and vacuuming are suitable anywhere sediment is tracked from the project site onto public or private paved streets and roads, typically at points of egress. Sweeping and vacuuming are also applicable during preparation of paved surfaces for final paving. Limitations Sweeping and vacuuming may not be effective when sediment is wet or when tracked soil is caked (caked soil may need to be scraped loose). Implementation ■ Controlling the number of points where vehicles can leave the site will allow sweeping and vacuuming efforts to be focused, and perhaps save money. ■ Inspect potential sediment tracking locations daily. ■ Visible sediment tracking should be swept or vacuumed on a daily basis. Objectives EC Erosion Control SE Sediment Control 19 TR Tracking Control 21 WE Wind Erosion Control NS Nod-Stormwater Q Management Control N411M Waste Management and Materials Pollution Control Legend: Primary Objective Secondary Objective Targeted Constituents Sediment CQ Nutrients Trash Metals Bacteria Oil and Grease Q Organics Potential Alternatives None CA Lff0J %IRIMI% January 2003 California Stormwater BMR Handbook 1 of 2 Construction www.cabmphandbooks.com SE -7 Street Sweeping and Vacuuming ■ Do not use kick brooms or sweeper attachments. These tend to spread the dirt rather than remove it. ■ If not mixed with debris or trash, consider incorporating the removed sediment back into the project Costs Rental rates for self-propelled sweepers vary depending on hopper size and duration of rental. Expect rental rates from $d$/hour (S yds hopper) to $88/hour (g yds hopper), plus operator costs. Hourly production rates vary with the amount of area to be swept and amount of sediment. Match the hopper size to the area and expect sediment load to minimize time spent dumping. Inspection and Maintenance ■ Inspect BMPs prior to forecast rain, daily during extended rain events, after rain events, weekly during the rainy season, and at two-week intervals during the non -rainy season. ■ When actively in use, points of ingress and egress must be inspected daily. ■ When tracked or spilled sediment is observed outside the construction limits, it must be removed at least daily. More frequent removal, even continuous removal, maybe required in some jurisdictions. ■ Be careful not to sweep up any unknown substance or any object that may be potentially Hazardous. ■ Adjust brooms frequently; maximize efficiency of sweeping operations. ■ After sweeping is finished, properly dispose of sweeper wastes at an approved dumpsites References Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual, State of California Department of Transportation (Caltrans), November 2000. Labor Surcharge and Equipment Rental Rates, State of California Department of Transportation (Caltrans), April 1, 2002 — March 31, 2O03. 2 of 2 California 5tormwater BMP Handbook January 2003 Construction www.cabmphandbooks.com Attachment F Water Quality Management Plan Notice of Transfer of Responsibility Submission of this Notice of Transfer of Responsibility constitutes notice to the City of Costa Mesa that responsibility for the Water Quality Management Plan ("WQMP") for the subject property identified below, and implementation of that plan, is being transferred from the Previous Owner (and his/ her agent) of the site (or a portion thereof) to the New Owner, as further described below. I. Previous Owner/ Previous Responsibility Party Information Company/ Individual Name Contact Person Street Address Title City J State Zip Phone II. Information about Site Transferred Name of Project Title of WQMP Applicable to Site: Street Address of Site Tract Number(s) for Site Lot Numbers Date WQMP Prepared (or Revised) III. New Owner/ New Responsible Party Information Company/ Individual Name Contact Person Street Address Title City I State Zip Phone IV. Ownership Transfer Information General Description of Site Transferred to New Owner General Description of Portion of Project/ Parcel Subject to WQMP Retained by Owner (if any) Lot/ Tract Number(s) of Site Transferred to New Owner Remaining Lot/ Tract Number(s) to WQMP still held by Owner (if any) Date of Ownership Transfer Note: When the Previous Owner is transferring a Site that is a portion of a larger project/ parcel addressed by the WQMP, as opposed to the entire project/ parcel addressed by the WQMP, the General Description of the Site transferred and the remainder of the project/ parcel no transferred shall be set forth as maps attached to this notice. These maps shall show those portions of the project/ parcel addressed by the WQMP that are transferred to the New Owner (the Transferred Site), those portions retained by the Previous Owner, and those portions previously transferred by the Previous Owner. Those portions retained by the Previous Owner shall be labeled "Previous Owner," and those portions previously transferred by the Previous Owner shall be labeled as "Previously Transferred." V. Purpose of Notice of Transfer The purposes of this Notice of Transfer of Responsibility are: 1) to track transfer of responsibility for implementation and amendment of the WQMP when property to which the WQMP is transferred from the Previous Owner to the New Owner, and 2) to facilitate notification to a transferee of property subject to a WQMP that such New Owner is now the Responsible Party of record for the WQMP for this portions of the site that it owns. VI. Certifications A. Previous Owner I certify under penalty of law that I am no longer the owner of the Transferred Site as described in Section If above. I have provided the New Owner with a copy of the WQMP applicable to the Transferred Site that the New Owner is acquiring from the New Owner. Print Name of Previous Owner Representative Title Signature of Previous Owner Representative Date B. New Owner I certify under penalty of law that I am the owner of the Transferred Site, as described in Section II above, that I have been provided a copy of the WQMP, and that I have informed myself and understand the New Owner's responsibilities related to the WQMP, its implementation, and Best Management Practices associated with it. I understand that by signing this notice, the New Owner is accepting all ongoing responsibilities for implementation and amendment of the WQMP for the Transferred Site, which the New Owner has acquired from the Previous Owner. Print Name of New Owner Representative Title Signature of New Owner Representative Date Attachment G GEOTECHNICAL DUE DILIGENCE REVIEW LIGHTHOUSE 89 DEVELOPMENT 1620-1644 WHITTIER AVENUE COSTA MESA, CALIFORNIA Prepared for: 8105 Irvine Center Drive, Suite 1450 Irvine, California 92618 Project No. 10886.002 November 26, 2014 Leighton S ci , Inc. A LEIGHTON GROUP COMPANY November 26, 2015 Project No. 10886-002 Taylor Morrison Homes of California 8105 Irvine Center Drive, Suite 1450 Irvine, California 92618 Attention: Ms. Yvonne Benschop In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has conducted a geotechnical due diligence evaluation for the proposed Lighthouse 89 Development located at 1620-1644 Whittier Avenue in the city of Costa Mesa, California. A limited desktop study and site reconnaissance were performed as part of this study. The purpose of this study was to identify significant geologic and seismic hazards impacting the site. Based on our review of the collected data, the proposed development appears to be feasible from a geotechnical viewpoint. We appreciate the opportunity to provide our services for this review. If you have any questions, please contact this office at your convenience. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. JAR/DJC/Ir Distribution: (1) Addressee 1778" Cowan a Ire_'~ e, CA 92614-6009 949,250.1421 o 949.2&3.1114 Fox JEER Jo oe, PG, CEG 2456 _. Associate Geologist JAR/DJC/Ir Distribution: (1) Addressee 1778" Cowan a Ire_'~ e, CA 92614-6009 949,250.1421 o 949.2&3.1114 Fox Section 10886.002 Paqe 1.1 Site Location and Description.................................................................... 1 1.2 Proposed Improvements............................................................................ 1 1.3 Purpose and Scope................................................................................... 2 2.1 Previous Geotechnical Studies.................................................................. 3 2.2 Geologic Setting........................................................................................ 3 2.3 Geologic Structure..................................................................................... 4 2.4 West Newport Oil Field.............................................................................. 4 2.5 Subsurface Soils Conditions...................................................................... 4 3.1 Seismic Design Parameters....................................................................... 9 3.2 Preliminary Foundation Recommendations ............................................. 10 3.3 Additional Geotechnical Services............................................................ 10 References Figure 1 — Site Location Map Figure 2 — Regional Geology Map Figure 3 — Regional Seismicity Map Figure 4 — Seismic Hazard Map Figure 5 — 100 and 500 Year Flood Map 2.5.1 Site Specific Geology...................................................................... 4 2.5.2 Expansive Soil................................................................................. 5 2.5.3 Soil Corrosivity................................................................................ 5 2.6 Groundwater..............................................................................................5 2.7 Primary Seismic Hazards........................................................................... 6 2.8 Liquefaction Potential................................................................................. 7 2.9 Seismically -Induced Settlement................................................................. 7 2.10 Earthquake -Induced Lateral Displacement ................................................ 7 2.11 Seismically -Induced Landslides................................................................. 8 2.12 Earthquake -Induced Flooding....................................................................8 2.13 Seiches and Tsunamis............................................................................... 8 2.14 Flood Hazard............................................................................................. 8 3.1 Seismic Design Parameters....................................................................... 9 3.2 Preliminary Foundation Recommendations ............................................. 10 3.3 Additional Geotechnical Services............................................................ 10 References Figure 1 — Site Location Map Figure 2 — Regional Geology Map Figure 3 — Regional Seismicity Map Figure 4 — Seismic Hazard Map Figure 5 — 100 and 500 Year Flood Map 10886.002 The subject site (Site) is located at 1620-1644 Whittier Avenue, Costa Mesa, California. The Site location (N33.6329° latitude and W117.9389' longitude) and immediate vicinity are shown on Figure 1, Site Location Map. The area of proposed development is approximately 5.7 acres in size and is bordered by Whittier Avenue to the west, Newhall Street and existing residential mobile home development to the north, and West 16th Street to the south. The site is currently occupied by an aerospace manufacturing facility reportedly developed beginning in 1960 with additions constructed through 1977 (ERM, 2014), which cumulatively include four current structures onsite. A living residence along the western boundary is located at 1624 Whittier Avenue. The site includes paved parking and access drives, concrete drainage swales and grass covered ground surrounding the residence on the west central portion of the property. The tentative tract map prepared by Hunsaker and Associates shows that the site elevations range from approximately Elevation 95 feet in the southwest to Elevation 107.5 feet above mean sea level (msl) in the northwest. Based on review of the United States Geological Survey Newport Beach 7.5 Minute Quadrangle (USGS, 1949) which predates site development, site topography consisted of relatively flat ground with site elevations ranging from Elevation 105 feet to Elevation 110 feet msl. A north trending drainage swale was mapped beyond the limit of West 16th Street into the southern portion of the site. The drainage swale was mapped as having approximately 10 feet of topographic relief relative to the surrounding terrain, descending southerly as it incised the Mesa outletting to marsh land in the Banning Channel area southwest of the site. Geotechnical reports concerning prior grading have not been provided for review. Based on review of the plan entitled Tentative Tract Map No. 17747, 1620 Whittier Avenue, Costa Mesa, California, Sheet 1 of 1, Scale 1"=40', prepared by Hunsaker and Associates, dated June 16, 2014, the site construction is proposed to consist of minor cut and fill grading to create 89 numbered residential and Live Work pads, side lots "B" thru "M" with paved access drives and associated utility infrastructure. The residential units numbered 1 thru 49 are planned to 91 10886.002 encompass a total are of 91,350 square feet (2.1 acres); Live Work residential lots 1 through 40 encompass a total area of 50,176 square feet (1.2 acres); and the lettered side lots B through M encompassing a total area of 31,642 square feet (0.7 acres). No subterranean structures are currently planned. The proposed structures are planned with garage and first floor levels constructed on pads with elevations ranging from 98.5 to 107.5 feet. The purpose of our study is to review readily available data to identify adverse geologic and seismic conditions impacting the Site. The scope of this study included the following tasks: • Reviewed readily available geologic literature, geologic maps and seismic hazard reports that have been prepared for the area. • Performed a site reconnaissance to visually evaluate existing conditions. • Prepared this report of our findings, conclusions, and recommendations. 10886.002 Based on review of the Geotechnical Review Summary (geotechnical report not provided) for the property located at 1620-1644 Whittier Avenue prepared by Associated Soils Engineering (ASE, 2013), a geotechnical Investigation was performed to support the conceptual development plan understood to consist of 69 attached and 33 detached Live Work units. The field investigation performed by ASE consisted of 9 hollow -stem auger borings excavated to a maximum depth of 35.5 feet below ground surface (bgs) and included infiltration testing. The explorations were performed to evaluate the physical and engineering properties of the subsurface soils and to provide preliminary recommendations for the proposed development. The proposed development is located at the southern margin of the Los Angeles Basin in the western region of Newport Mesa, a geographically distinct topographic feature that is traceable from south of San Onofre northward almost continuously to Dana Point. From Dana Point to Newport Beach, the terrace becomes semi continuous due to erosion. This wave -cut bench in Miocene and Pliocene shale deposits (Monterey Formation) has been overlain by middle to early Pleistocene paralic deposits consisting of marine strandline, beach, estuarine and non -marine colluvial deposits composed of silt, sand and cobbles (Figure 2, Regional Geology Map). The Newport Mesa is characterized by an upper surface sloping gently inland from an 85- to 105 -foot high cliff that faces the sea along its southern edge. The Newport -Inglewood fault zone forms an important element of the regional tectonic structure, resulting in the broad up -arching and disruption of the subsurface formations before extending out to sea beneath the southeastern corner of the mesa. The landward tilt of the mesa surface is the southernmost on -land expression of deformation along the Newport -Inglewood fault zone (Barrows, 1974). 3 4 10886.002 The Newport -Inglewood fault zone (NIFZ) is northwest -trending, right—lateral, strike -slip zone of an approximately 2- to 4 -mile wide belt of anticlinal folds and faults, disrupting early Holocene to Late Pleistocene -age and older deposits (Barrows, 1974) and characterized by structural trends attributable to right -lateral shearing of basement rocks at depth (Moody and Hill, 1956). The zone, located less than Y2 mile southwest of the Site defines the boundary between the western basement complex of Catalina type schist and related rocks to the southwest and the eastern basement complex of metasedimentary, metavolcanic, and plutonic rocks to the northeast (Yerkes et al., 1965). Right -lateral, strike -slip displacement of 3,000 to 5,000 feet has been measured in Lower Pliocene strata along the Newport -Inglewood structural zone (Dudley, 1954). Apparent vertical offset across faults of the Newport -Inglewood structural zone ranges from 4,000 feet at the basement interface to 1,000 feet in the Pliocene strata, and 200 feet at the Piio-Pliestocene boundary (Yerkes et al., 1965). Movement along this structural zone is inferred to have been initiated during middle Miocene time (approximately 15 million years ago), with seismic activity continuing up to present time (Figure 3, Regional Seismicity Map). Tilted and structurally deformed sediments have also been observed within the structural Newport -Inglewood zone (Barrows, 1974). Review of the Division of Oil Gas and Geothermal Resources (DOGGR, 1997) indicates the Site is located immediately adjacent and east of the West Newport Oil Field. No active oil wells are mapped as being located onsite. The closest idle oil well, NA 201 T.H. Hall et al. (DOGGR, 1997) is mapped approximately 300 feet west of the termination of West 16th Street within the active oil field. 2.5.1 Site Specific Geology The Site is mapped to be underlain by Quaternary -age very old paralic deposits (terrace deposits) within the Newport Mesa (Morton and Miller, 2006). This unit was deposited along a wave -cut abrasion platform during the late to middle Pleistocene (Morton D.M., and Miller, F.K., 2006). These native soils onsite consist of silty sandy clay and silty sand, as indicated in ASE's Preliminary Geotechnical Review Summary. Bedrock was not 4 10886.002 encountered in the ASE borings. It was noted that artificial fill was not encountered but may exist near the south property boundary along West 16th Street. Undocumented fill should be anticipated at the Site. 2.5.2 Expansive Soil Expansive soils contain significant amounts of clay particles that swell considerably when wetted and which shrink when dried. Foundations constructed on these soils are subject to uplifting forces caused by the swelling. Without proper mitigation measures, heaving and cracking of both building foundations and slabs -on -grade could result. The near - surface onsite soils consist predominantly of silty sandy clay and silty sand, and are generally considered to have a low potential for expansion. Laboratory test result of representative samples indicates low expansion potential when wetted with Expansion Index rang of 11 to 39 (ASE, 2013). Variance in expansion potential of onsite soil is anticipated, therefore additional testing is recommended to confirm the expansion potential result presented in this report. 2.5.3 Soil Corrosivity Per CBC 2010, Section 1904.3, concrete subject to exposure to sulfates shall comply with the requirements set forth in ACI 318, Section 4.3. The corrosion potential to buried concrete was reported to be "moderate", i.e., exposure class So, per ACI 318, Table 4.2.1 (ASE, 2013). If the concrete is expected to be in contact with reclaimed water, Type V cement and a water/cement ratio of 0.45 should be used. Information on chloride content and corrosive potential to buried ferrous metals was not available (ASE, 2013). Additional testing should be performed to verify the corrosion potential of subsurface soils at various locations onsite as it relates to sulfate, chloride and corrosive potential to buried metals. Review of the Seismic Hazard Zone Report for the Anaheim and Newport Beach Quadrangles, Orange County, California, Plate 1.2b, Ground Water Newport 5 10886.002 Beach (CGS, 1997) indicates historical high groundwater of at least 30 feet below existing grade. Shallower groundwater may be present during times of seasonally high precipitation in the drainage swales located south of the site. Groundwater at the site is reported at depths of approximately 42 feet below ground surface (bgs) in the eastern portion of the site to approximately 60 feet bgs in the northwestern portion of the site. Groundwater flow is reported to be in a southwesterly direction at a gradient of 0.0068 feet per foot (ERM, 2014). Based on the current development plan, groundwater does not appear to be a geotechnical constraint to development. Seasonal fluctuations in groundwater elevations should be anticipated over time. Local perched groundwater conditions or surface seepage may develop once site development is completed and landscape irrigation commences. Surface water infiltration rates were indicated as 0.04 inches per hour (ASE, 2013). A minimum infiltration rate of %2 inch per hour is typically required for onsite storm water infiltration systems and therefore surface water infiltration is not recommended for this site. In general, the primary seismic hazards for sites in Southern California include surface fault rupture and strong ground shaking. As with all of southern California, the site is expected to be prone to strong seismic shaking. However, the potential for secondary hazards associated with seismic shaking such as the potential for liquefaction and lateral spreading, are considered to be low since the site is not mapped within the State of California Seismic Hazard Zones Map for the Newport Beach Quadrangle for liquefaction or earthquake -induced landslides (CGS, 1998). Our review of available in-house literature indicates that no known active faults or potentially active faults have been mapped traversing the site, and the site is not located within an Alquist-Priolo Earthquake Fault Zone (Hart and Bryant, 2007). The locations of the closest active faults to the Site were generated using the United States Geological Survey (USGS, 2008) earthquake hazard program. The closest fault to the Site, portions of which are considered to be potentially active, are two splays of the Newport -Inglewood fault located approximately 0.6 and 0.7 miles to the north and west of the Site. The active zoned portion is located approximately 2.8 miles northwest of the Site in Huntington Beach. 6 Leighton 10886.002 Other major active faults near the Site include the San Joaquin Hills blind thrust fault, Palos Verdes, and Puente Hills faults, which are located approximately 4.3 miles, 12.0 miles and 16.5 miles from the Site, respectively. Considering the locations of these mapped active and potentially active faults relative to the Site, the potential for surface fault rupture at the Site is considered low. A map showing the active and older faults including local seismicity mapped near the Site is included herein as Figure 3, Regional Seismicity Map. Liquefaction is the loss of soil strength or stiffness due to increasing pore -water pressure during severe ground shaking. Liquefaction is associated primarily with loose (low density), saturated, fine- to medium -grained, cohesionless soils. As shown on the State of California Seismic Hazard Zones Map for the Newport Beach Quadrangle (CGS, 1998), this site is not located within an area that has been identified by the State of California as being potentially susceptible to liquefaction (Figure 4, Seismic Hazard Map). Ground water is understood to exist at varying depths of 42 to 60 feet bgs (ERM, 2014). Therefore, it is our opinion that the potential for liquefaction occurring at the site is low. Seismically -induced settlement consists predominantly of liquefaction -induced settlement (below groundwater) and to a lesser extent dynamic compaction of unsaturated soil (above groundwater). These settlements occur primarily within low density sandy soil due to reduction in volume during and shortly after an earthquake event. Seismically induced settlement of the soils above the groundwater table is not a significant consideration in site development. Boring logs and laboratory data not included in the Preliminary Geotechnical Review Summary (ASE, 2013) should be provided to Leighton and reviewed to predict settlement potential. Lateral spreading is a phenomenon in which large blocks of intact, non -liquefied soil move downslope on a liquefied soil layer. Lateral spreading is often a regional event. For lateral spreading to occur, the liquefiable soil zone must be laterally continuous, unconstrained laterally, and free to move along sloping 10886.002 ground. Due to the low susceptibility for liquefaction and laterally confined topography of the site, the potential for lateral spreading is considered very low. Significant slopes are not located on the site. Based on the State of California Seismic Hazard Zones Map for the Newport Beach Quadrangle (CGS, 1998), the site is not located within an area that has been identified by the State of California as being potentially susceptible to seismically induced landslides (Figure 4). Earthquake -induced flooding can result from the failure of dams or other water - retaining structures resulting from earthquakes. The closest water -retaining structure to the Site is the Santa Ana River Channel located approximately 0.6 miles west of the Site which outlets directly to the Pacific Ocean; therefore, the potential for earthquake -induced flooding of the Site is considered low. Seiches are large waves generated in enclosed bodies of water in response to ground shaking. Tsunamis are waves generated in large bodies of water by fault displacement or major ground movement. The Site is not located inside the tsunami inundation area as depicted on the Tsunami Inundation Map for Emergency Planning (CGS, 2009); therefore based on the Site location and elevation ranging from EI. 95 to El. 107 feet above mean sea level, the potential for tsunamis to affect the Site is not a consideration for the project. Based on the Flood Insurance Rate Map prepared by The Federal Emergency Management Agency (FEMA, 2009), the Site is not located within the 100-500 year flood zone boundary, see Figure 5, 100 and 500 Year Flood Map. s *V Leighton 10886.002 Based upon the discussion presented in the preceding sections of this report, the results of our preliminary geologic and seismic hazard review are summarized below. Seismic parameters presented in this report should be considered for structural design. In order to reduce the effects of ground shaking produced by regional seismic events, seismic design should be performed in accordance with the most recent edition of the California Building Code (CBC). The following values may be used for the seismic design method based on the 2013 CBC: 9 Fault rupture Low Liquefaction Low Seismically induced settlement Low Seismically induced lateral displacement Low Seismically induced landslide Low Seismically induced flooding Low Tsunamis Low Seiches Low Flood hazard Low Soil expansion in building footprint Low Soil expansion outside building footprint Low Soil corrosion Moderate Slope instability and landslide Not a consideration Seismic parameters presented in this report should be considered for structural design. In order to reduce the effects of ground shaking produced by regional seismic events, seismic design should be performed in accordance with the most recent edition of the California Building Code (CBC). The following values may be used for the seismic design method based on the 2013 CBC: 9 10886.002 Based on this limited study, it appears that the proposed buildings may be supported on spread footings and conventional slabs -on -grade or post -tensioned slabs. Removal of the unsuitable fill and native soils below the footings and replacement with properly compacted fill will be necessary to provide a uniform support for the buildings and reduce the potential for adverse differential settlement. The depth of removal will depend on the subsurface soil conditions and magnitude of differential settlement that the buildings can tolerate but is expected to be on the order of 3 feet below the bottom of foundation. Specific foundation recommendations will be developed subsequent to the additional geotechnical services discussed in Section 3.3. Based on our review of the available information, the proposed development appears to be feasible from a geotechnical viewpoint. We were not provided the full geotechnical report by ASE which is expected to contain geotechnical borings and laboratory test results. Therefore, we recommend Taylor Morrison obtains the comprehensive geotechnical documents for our review and that a supplemental investigation be performed at the site in order to update the geotechnical engineering analysis to the current site plan and confirm the 10 Site Latitude (decimal degrees) 33.6329 Site Longitude (decimal degrees) -117.9389 Site Class Definition (ASCE 7 Table 20.3-1) D Mapped Spectral Response Acceleration at 0.2s Period, SS (Figure 1613.3.1 (1)) 1.687 Mapped Spectral Response Acceleration at 1s Period, S, (Figure 1613.3.1(2)) 0.623 Short Period Site Coefficient at 0.2s Period, Fa (Table 1613.3.3(1)) 1.0 Long Period Site Coefficient at 1 s Period, F„ (Table 1613.3.3(2)) 1.5 Adjusted Spectral Response Acceleration at 0.2s Period, SMS (Eq. 16-37) 1.687 Adjusted Spectral Response Acceleration at 1s Period, SM, (Eq. 16-38) 0.935 Design Spectral Response Acceleration at 0.2s Period, SDS (Eq. 16-39) 1.124 Design Spectral Response Acceleration at 1s Period, SD, (Eq. 16-40) 0.623 Based on this limited study, it appears that the proposed buildings may be supported on spread footings and conventional slabs -on -grade or post -tensioned slabs. Removal of the unsuitable fill and native soils below the footings and replacement with properly compacted fill will be necessary to provide a uniform support for the buildings and reduce the potential for adverse differential settlement. The depth of removal will depend on the subsurface soil conditions and magnitude of differential settlement that the buildings can tolerate but is expected to be on the order of 3 feet below the bottom of foundation. Specific foundation recommendations will be developed subsequent to the additional geotechnical services discussed in Section 3.3. Based on our review of the available information, the proposed development appears to be feasible from a geotechnical viewpoint. We were not provided the full geotechnical report by ASE which is expected to contain geotechnical borings and laboratory test results. Therefore, we recommend Taylor Morrison obtains the comprehensive geotechnical documents for our review and that a supplemental investigation be performed at the site in order to update the geotechnical engineering analysis to the current site plan and confirm the 10 10886.002 preliminary geotechnical data. Specific recommendations for the project can be provided based on the results of the supplemental geotechnical investigation. 11 4 Leighton 10886.002 American Concrete Institute, 2011, Building Code Requirements for Structural Concrete (ACI 318-11) and Commentary, 2011. Associated Soils Engineering (ASE), 2013, Sixteenth Street Live/Work Project Due Diligence Preliminary geotechnical Design Summary, dated May 31, 2013 Barrows, A.G., 1974, A Review of the Geology and Earthquake History of the Newport - Inglewood Structural Zone, Southern California: California Division of Mines and Geology Special Report 114,115 p. Bryant, W.A., 1988, Recently Active Traces of the Newport -Inglewood Fault Zone, Los Angeles and Orange Counties, California: California Division of Mines and Geology Open -File Report 88-14,15 p. California Building Standards Commission (CBSC), 2013 California Building Code, Based on 2012 International Building Code. California Geological Survey (CGS; previously known as the California Division of Mines and Geology), 1986, State of California Special Studies Zones Map, Newport Beach Quadrangle, map scale 1:24,000. 1997, Seismic Hazard Zone Report for the Anaheim and Newport Beach 7.5 - Minute Quadrangles, Orange County, California, Seismic Hazard Zone Report 03. 1998, State of California Seismic Hazard Zones Map, Newport Beach Quadrangle, map scale 1:24,000, April 17, 1997 and April 15, 1998. 2009, Tsunami Inundation Map for Emergency Planning, Newport Beach 7.5 Minute Quadrangle, Scale 1:24,000, dated March 15. California Department of Transportation (CalTrans), 2012, Corrosion Guidelines, dated November, Version 2.0. DOGGR, 1997, Division of Oil Gas and Geothermal Resources Newport -West Newport Oil Field Map No. 136, July 26, 1997. 11 10886.002 Dudley, P.H., 1954, Geology of the Long Beach Oil Field, Los Angeles County, in Jahns, R.H., editor Geology of Southern California: California Division of Mines Bulletin 170, map sheet 34. Environmental Resources Management, 2014, Draft Corrective Measures Study, 1644 Whittier Avenue, Costa Mesa, California Federal Emergency Management Agency (FEMA), 2014, web site (https:Hhazards.fema.gov/femaportal/wps/portal/). Greenwood, R.B., and Pridmore, C.L., 1997 (Revised 2001), Liquefaction Zones in the Anaheim and Newport Beach 7.5 -Minute Quadrangles, Orange County, California, in Seismic Hazard Zone Report for the Anaheim and Newport Beach 7.5 -Minute Quadrangles, Orange County, California, p. 5-18. Hart, E.W. and Bryant, W.A., Interim Revision 2007, Fault Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps: California Geological Survey, Special Publications 42, 42p. Hunsaker and Associates, Inc., 2014, Tentative Tract Map No. 17747 1620 Whittier Avenue, Costa Mesa, California, Sheet 1 of 1, Scale 1"=40', dated June 16, 2014 Moody, J.D., and Hill, M.J., 1956, Wrench Fault Tectonics: Geological Society of America Bulletin, v. 67, p. 1207-1246 Morton D.M., and Miller, F.K., 2006, Geologic Map of the San Bernardino and Santa Ana, 30' by 60' Quadrangles, California, USGS Open File Report 2006-1217, scale 1:100,000. Nationwide Environmental Title Research, LLC (NETR), 2014, Historic Aerials by NETR Online, website: http://www.historicaerials.com/aerials, accessed March 13, 2014. Public Works Standards, Inc., 2011, The "Greenbook", Standard and Specifications for Public Works Constructions, 2012 Edition, BNI Building News, 2011. Richter, C.F., 1958, Elementary Seismology, W.H. Freeman and Company, San Francisco, California, 768 p. Robin B. Hamers & Associates, Inc., 2014, Precise Grading Plan, Tract No. 17705, 2294 Pacific Avenue, Costa Mesa, CA, dated May 5, 2014, sheets 1-6. 11 10886.002 Santa Ana Water Regional Water Quality Control Board, 2011, Technical Guidance Document Appendices, dated March 22, 2011. United States Geologic Survey (USGS), 1972, Newport Beach 7.5 -Minute Quadrangle Map, Orange County, California, released 1965, photo revised 1972. 2008, National Seismic Hazard Maps — Fault Parameters, http://geohazards.usgs.gov/cfusion/hazfauIts search/hf search main.cfm 2013, http://geohazards.usgs.gov/designmaps/us/application.php Wehmiller, J. F., Lajoie, K. R., Kvenvolden, K. A., Peterson, E., Belknap, D. F., Kennedy, G. L., Addicott, W. O., Vedder, J. G., and Wright, R. W., 1977, Correlation and Chronology of Pacific Coast Marine Terrace deposits of continental United States by fossil amino acid stereochemistry -technique evaluation, relative ages, kinetic model ages and geologic implications: U. S. Geological Survey Open File Report 77-680, 106 p. Yerkes, R.F., McCulloh, T.H., Schoellhamer, J.E. and Vedder, J.G., 1965, Geology of the Los Angeles Basin, California -- An Introduction: U. S. Geological Survey Professional Paper 420-A, 57 p. 0 .' '^' 11 'Ci -11 _ Qvv . r� >,`,.,,' r NM ' * � U _' s .zs - r€ F A VS Qof ; A Yg- 72, t: ; �1° Qof ss • a r - r� r $AiR r- > `° E «•4 Y ,1 ♦ z r do Ix . •64} ar $ yy�►sa:1 i`"kr,Y,y,r * .. 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N n Legend Qb - Beach Deposits a, Ool - Old Lacustrine, Playa and Qw- Alluvial Wash Estuarine (Paralic) Deposits • Qof - Old Alluvial Fan Qe - Eolian and Dune Deposits eo? 1 Qya -Young Alluvial Valley D v -Very Old Lacustrine, Playa and a Estuarine _ , Estuarine (Paralic) Deposits Qyf -Young Alluvial Fan Tsh - Fine-grained Tertiary age QI - Lacustrine, Playa and Estuarine formations of sedimentary origin 0 4,000 8,000 - (Paralic) Deposits Tss - Coarse-grained Tertiary age formations of sedimentary origin Feet Project: 10886.002 Eng/Geol: Figure 2 Scale:1 "=4,000Date: November 2014 REGIONAL GEOLOGY MAP Whittier Base Map: ESRI ArcGIS Online 2014 1644 lttlerAvenue Thematic Information: Leighton, USGS Costa Mesa, CA Author. Leighton Geomafics (cgiovando) Leighton Map Saved as v:`draftingl10886\002W1aps%10886-002_F02_RGM_2014-11-26.mxd on 11/26/20141:55:55 PM map uvea as v:wramng\luduo%uuzwaps\ludub-uuL_rus_KJM_Lu14-11-2b.mxd on 11/1620141:59:53 PM Attachment H CITY OF COSTA MESA P,O, BOX 1200 - 77 FAIR DRIVE - CALIFORNIA 92628-1200 DEVELOPMENT SERVICES DEPARTMENT NOTICE OF DECISION PLANNING COMMISSION ACTION November 12, 2014 PA -14-06 and VT -17747 SITE ADDRESS: 1620-1644 Whittier Avenue FINAL ACTION., At a noticed public hearing on November 10, 2014 the Planning Commission adopted the Initial Study/Mitigated Declaration for the Lighthouse project and approved this application, subject to conditions and the Mitigation Monitoring Program, by adoption of Planning Commission Resolution PC -14-52. The final resolution is attached. APPEAL PERIOD: This decision will become final unless appealed by 5 p.m., November 18, 2014 by the filing of the necessary form and fees with the City Clerk's office, located at 77 Fair Drive, Costa Mesa. PLANNING CONTACT: Mel Lee, Senior Planner, (714) 754-5611 mel.lee@costamesaca.gov If you have any questions or comments regarding this notice of decision, please contact the project planner (above) or me at 714-754-5278. Sincerely, k Claire L. Flynn, AICP Assistant Development Services Director Preface Group 4100 MacArthur Boulevard, Suite 330 Newport Beach, CA 92660 First Carbon Solutions Attn: Christine Jacobs -Donoghue 220 Commerce, Suite 200 Irvine, CA 92602 Building Division (714) 754-5273 - Code Enforcement (714) 754-5623 - Planning Dion (714) 754-5245 FAX (7 14) 7544856 � TDD (714), 754-5244 - MVW,CQ9t8MeSaCi`-go" A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF COSTA MESA ADOPTING THE INITIAL STUDYIMITIGATED NEGATIVE DECLARATION AND APPROVING PLANNING APPLICATION PA -14-06 AND VESTING TENTATIVE TRACT MAP VT -17747 FOR PROPERTY LOCATED AT 1620 THROUGH 1644 WHITTIER AVENUE THE PLANNING COMMISSION OF THE CITY OF COSTA MESA HEREBY RESOLVES AS FOLLOWS: WHEREAS, an application was filed by MW Bluffs, LLC, the property owner, requesting approval of the following: • Planning Application PA -14-06: The Urban Master Plan is for the development of an 89 -unit, three-story mixed-use development, and it consists of 49 residential units and 40 live/work units within the Mesa West Bluffs Urban Plan area. The mixed-use development has a density of 13 dwelling units per acre (residential component) and a Floor Area Ratio (FAR) of 0.87 (live/work component). The buildings are designed with 3 -story residential units within the northern portion of the project, and 3 -story livelwork units within the southern portion. The project exceeds the minimum parking requirements of the Urban Plan (316 spaces required, 332 spaces proposed). A total of 276 garage/covered parking spaces and 56 open parking spaces are proposed (a rate of four parking spaces per residential unit and three parking spaces per live/work unit). About 2 acres of common open space are provided in addition to the private roof decks for each unit. o Deviation request: The project requires a deviation from the building separation requirement (10 feet required; minimum 6 feet proposed). Except for the distance between main buildings, the project complies with the Mesa West Bluffs Urban Plan development standards. Vesting Tentative Tract Map 17747: The subdivision of the 5.7 -acre property involves the following: (a) creation of fee simple parcels for the private sale and ownership of 49 residential lots and 40 live/work lots, (b) creation of 1.9 acres of private streets, and (c) 2 acres of private common open space. WHEREAS, pursuant to the California Environmental Quality Act (CEQA), an Initial Study/Mitigated Negative Declaration Was circulated from September 12, 2014 to October 13, 2014 for public review and comment, WHEREAS, the City of Costa Mesa received written comments from the general public, government entities, and other interested parties during the public review period, WHEREAS, written comments received from the general public, government entities, and other interested parties were responded to, where appropriate, in the manner prescribed in California Code of Regulations Section 15073. WHEREAS, no significant new information has been added to the Initial StudylMitigated Negative Declaration and no changes to the proposed project have occurred which would require recirculation of the Initial Study/Mitigated Negative Declaration under CEQA Guidelines Section 15073.5. WHEREAS, the Planning Commission has reviewed all environmental documents comprising the Initial Study/Mitigated Negative Declaration and has found that the Initial Study/Mitigated Negative Declaration considers all environmental impacts of the proposed project and a reasonable range of alternatives, and the Initial Study/Mitigated Negative Declaration is complete, adequate, and fully complies with all requirements of CEQA, the CEQA Guidelines, and the City of Costa Mesa Environmental Guidelines. WHEREAS, the Initial Study/Mitigated Negative Declaration for this project reflects the independent judgment of the City of Costa Mesa. WHEREAS, a duly noticed public hearing was held by the Planning Commission on November 10, 2014 with all persons having the opportunity to speak for and against the proposal. BE IT RESOLVED that, based on the evidence in the record and the findings contained in Exhibit A, and subject to the conditions of approval and mitigation measures indicated in the Mitigation Monitoring Program contained within Exhibits B, 131, and C, respectively, the Planning Commission hereby ADOPTS the Initial Study/Mitigated Declaration for the Lighthouse Project and APPROVES Planning Application PA -14-06 and Vesting Tentative Tract Map 17747. BE IT FURTHER RESOLVED that the Costa Mesa Planning Commission does hereby find and determine that adoption of this Resolution is expressly predicated upon the activity as described in the staff report for Planning Application PA -14-06 and Vesting Tentative Tract Map 17747 and upon the applicant's compliance with each and all of the conditions in Exhibits B and B1, the Mitigation Monitoring Program in Exhibit C, and compliance of all applicable federal, state, and local laws. Any approval granted by this resolution shall be subject to review, modification or revocation if there is a material change that occurs in the operation, or if the applicant fails to comply with any of the conditions of approval andlor mitigation measures. BE IT FURTHER RESOLVED that if any section, division, sentence, clause, phrase or portion of this resolution, or the documents in the record in support of this resolution, are for any reason held to be invalid or unconstitutional by a decision of any court of competent jurisdiction, such decision shall not affect the validity of the .'emaining provisions. PASSED AND ADOPTED this 10th da ,,y of/J4over!kar—,2014. Fitzpatri6k, Chair to Mesa Planning Commission STATE OF CALIFORNIA ) )ss COUNTY OF ORANGE ) 1, Claire Flynn, Secretary to the Planning Commission of the City of Costa Mesa, do hereby certify that the foregoing Resolution No. 14-52 was passed and adopted at a meeting of the City of Costa Mesa Planning Commission held on November 10, 2014 by the following votes: AYES: Fitzpatrick, Dickson, McCarthy, Mathews, Sesler V 17 ABSENT: None ABSTAIN: None Claire L. Flynn, Secretary Costa Mesa Planning Commission 1 0:2:2 A The proposed project complies with Title 13, Section 13-83.52(c), Mixed -Use Overlay District, of the Municipal Code due to the following: Finding: The project is consistent with the General Plan, meets the purpose and intent of the mixed-use overlay district, and the stated policies of the Urban Plan as applicable. Facts in Support of Findings: The project is consistent with the following goals and objectives of the General Plan, Land Use Element. Goal LU -1: Land Use: It is the goal of the City of Costa Mesa to provide its citizens with a balanced community of residential, commercial, industrial, recreational, and institutional uses to satisfy the needs of the social and economic segments of the population and to retain the residential character of the City, to meet the competing demands for alternative developments within each land use classification within reasonable land use intensity limits; and to ensure the long term viability and productivity of the community's natural and man-made environments. Consistency. The mixed-use project will provide a variety of uses, including live/work units and residential condominiums on a site formally dedicated to industrial use. The project would create a varied land use in the project area and provide additional housing opportunities. The infill nature of the proposed project protects the viability of the natural environment and decreases the need for significant infrastructure improvements. The project is consistent with this General Plan goal. Objective LURA: Establish and maintain a balance of land uses throughout the community to preserve the residential character of the City at a level no greater than can be supported by the infrastructure. Consistency.- The project is an infill redevelopment project with livelwork and residential uses. As indicated in the IS/MND, adequate infrastructure would be available to serve the proposed project. Therefore, the project is consistent with this General Plan objective. Goal LU -2: Development: It is the goal of the City of Costa Mesa to establish development policies that will create and maintain an aesthetically pleasing and functional environment and minimize impacts on existing physical and social resources. Consistency. The project would allow for the redevelopment of property containing nearly vacant industrial buildings. On-site vegetation is minimal. The proposed project would enhance the visual appearance of the site through implementation of the proposed landscape plan. In addition, the project would provide a high-quality architectural design to the project area. As required by a standard condition of approval on the project, perimeter wall treatments will be reviewed to ensure that landscaping is provided to soften the edges of the development and compatibility with the surrounding area. As a result, the proposed project is supportive of this General Plan goal. Objective LU -2A: Encourage new development and redevelopment to improve and maintain the quality of the environment. Consistency., As indicated in the IS/MND, the proposed project with mitigation incorporated would not result in any significant adverse environmental impacts. Because the project is an infill development, it would not result in the loss of any habitat, or require extensive infrastructure improvements to provide service to the site. The project is consistent with this objective. The project is consistent with the purpose and intent of the mixed-use overlay district the project exhibits excellence in design, site planning. Integration of uses and structures, and protects the integrity of neighboring development. The project combines residential and non-residential uses, public spaces, and other community amenities as a means to revitalize a 'defined area in the City without exceeding the development capacity of the General Plan transportation system. Finding: The project includes adequate resident -serving amenities in the common open space areas and/or private open space areas in areas including, but not limited to, patios, balconies, roof terraces, walkways, and landscaped areas. Facts in Support of Findings: The minimum required open space for livelwork units is 10 percent, and the minimum required open space for the residential units is 40 percent; the project provides 40 percent open space for the residential component, 30% for the live/work component. The open space areas and amenities are distributed throughout the project to ensure convenient access to future residents and guests. The common open space areas include the following proposed amenities: swimming pool and spa, activity/sport court, tot lot, restrooms, community gathering spaces, art exhibit area, tree lot, and bicycle racks. Balconies and roof decks are also provided for all units. Finding: The project is consistent with the compatibility standards for residential development in that it provides adequate protection for residents from excessive noise, odors, vibration, light and glare, and toxic emanations. Facts in Support of Findings: The Urban Plan promotes mixed-use development to be compatible with the surrounding industrial/commercial context. The project must also comply with the City of Costa Mesa's interior noise standard of 45 dBA CNEL for single and multi -family residential land use. To comply with the interior noise standard the homes must provide sufficient exterior to interior noise attenuation to reduce the interior noise exposure to acceptable levels. A "Notice to Buyers" disclosing that the project is located within an area designated as Light Industry in the City of Costa Mesa General Plan and is subject to existing and potential annoyances or inconveniences associated with industrial land uses, including but not limited to, operational characteristics such as hours of operation, delivery schedules, outdoor activities, and noise and odor generation is also required. Finding: The proposed residences have adequate separation and screening from adjacent commercial/industrial uses through site planning considerations, structural features, landscaping, and perimeter walls. Facts in Support of Findings: The proposed development complies with the overall perimeter building setback requirements in the Mesa West Bluffs Urban Plan. An eight -foot screening wall will be required to be constructed along the length of the northern and eastern project boundary. A six-foot high wrought iron view fence is proposed to be constructed along the western boundary of the project site. No perimeter fencing is proposed along 16th Street. B. The proposed vesting tentative tract map complies with Costa Mesa Municipal Code Section 13-29(g)(13) because: Finding: The creation of the subdivision and related improvements is consistent with the General Plan and the Zoning Code. Facts in Support of Findings: The creation of the subdivision is consistent with General Plan Land Use Element in that the project complies with Objectives 1A.4, 2A.7, and 2A.8 by developing owner -occupied housing to improve the balance between rental and ownership housing opportunities, the project provides sufficient easements as a condominium developments, and encourages increased private market investment in declining or deteriorating neighborhoods. Finding: The proposed use of the subdivision is compatible with the General Plan. Facts in Support of Findings: The density for the residential component is 13 units per acre, which complies with the General Plan and Urban Plan. The Floor Area Ratio (FAR) for the live/work component is .87, which is within the allowable FAR of 1.0 of the General Plan and Urban Plan. Finding: The subject property is physically suitable to accommodate the subdivision in terms of type, design, and density of development, and will not result in substantial environmental damage nor public health problems, based on compliance with the Zoning Code and General Plan, and consideration of appropriate environmental information. Facts in Support of Findings: The overall design reflects a quality project that is consistent with the intent of the Zoning Code and General Plan. With the implementation of the mitigation measures identified in the CEQA Initial Study Mitigated Negative Declaration for the proposed project, all potentially significant impacts have been reduced to less than significant levels. Finding- The design of the subdivision provides, to the extent feasible, for future passive or natural heating and cooling opportunities in the subdivision, as required by State Government Code Section 66473.1. Facts in Support of Findings: The proposed buildings include openings in an east -west direction to take advantage of passive solar heating as well as passive ventilation from ocean breezes. The inclusion of a combination of medium and large size trees will also help provide shade to the residential and live/work units within the development. Finding: The subdivision and development of the property will not unreasonably interfere with the free and complete exercise of the public entity and/or public utility rights-of-way and/or easements within the tract. Facts in Support of Findings: As conditioned, the proposed project does not interfere with the public right-of-way. The recommended improvements along Whittier Avenue and West 16th Street will significantly improve the public right-of-ways for vehicular and pedestrian traffic. Finding: The discharge of sewage from this subdivision into the public sewer system will not violate the requirements of the California Regional Water Quality Control Board pursuant to Division 7 (commencing with Section 13000 of the Water Code). Facts in Support of Findings: The applicant will be required to comply with all regulations set forth by the Costa Mesa Sanitation District as well as the Mesa Water District. C. The proposed project complies with Title 13, Section 13-83.52(d), Mixed -Use Overlay District, of the Municipal Code because: Finding: The strict interpretation and application of the mixed-use overlay district's development standards would result in practical difficulty inconsistent with the purpose and intent of the General Plan and Mesa West Bluffs Urban Plan, while the deviation to the regulation allows for a development that better achieves the purposes and intent of the General Plan and the Urban Plan. Facts in Support of Findings: The strict interpretation and application of the required 10 -foot building separation would result in practical difficulty inconsistent with the purpose and intent of the General Plan and Mesa West Bluffs Urban Plan. Specifically, increased building separations would result in an overall reduction in the number of on-site parking spaces, as well as the amount of usable common open space throughout the project site. Therefore, the reduced building separation allows for a development that better achieves the purposes and intent of the General Plan and the Urban Plan with regard to on-site parking and open space. The requested deviation in building separation can be allowed since it would Still result in a well-designed project that is compatible with the neighborhood. Finding: The granting of this deviation results in a mixed-use development which exhibits excellence in design, site planning, integration of uses and structures, and compatibility standards for mixed use development. Facts in Support of Findings: The proposed development complies with the overall perimeter building setback requirements in the Mesa West Bluffs Urban Plan. Additionally, the project meets or exceeds the on-site parking requirements, private and common open space requirements, and overall density/intensity requirements of the Urban Plan. Finding: The granting of this deviation will not be detrimental to the public health, safety, or welfare, or be materially injurious to properties or improvements in the vicinity. Facts in Support of Findings: The development will be required to comply with all applicable Building and Fire Safety regulations to ensure that no adverse impact to the public health, safety, or welfare is created as a result of this project. D. The project has been reviewed for compliance with the California Environmental Quality Act (CEQA), the CEQA Guidelines, and the City's environmental procedures. An Initial Study/Mitigated Negative Declaration (IS/MND) has been prepared for the project in accordance with the California Environmental Quality Act (CEQA). Mitigation measures from the IS/MND have- been included as Exhibit C. If any of these conditions are removed, the decision-making body must make a finding that the project will not result in significant environmental impacts, that the conditions are within the responsibility and jurisdiction of another public agency, or that specific economic, social or other considerations make the mitigation measures infeasible. E. The project, as conditioned, is consistent with Chapter XII, Article 3, Transportation System Management, of Title 13 of the Costa Mesa Municipal Code in that the development project's traffic impacts will be mitigated at all affected intersections and by the payment of traffic impact fees. F. The proposed buildings are an excessive distance from the street necessitating fire apparatus access and provisions of on-site fire hydrants. Ping. 1. The expiration of Planning Application PA -14-06 shall coincide with the expiration of the approval of the Vesting Tentative Tract Map 17747 which is valid for two years. An extension request is needed to extend the expiration for each additional year after the initial two-year period. 2. Planning Application PA -14-06 and Vesting Tentative Tract Map 17747 shall comply with the conditions of approval, code requirements, special district requirements, and mitigation measures of the IS/MND for this project and as listed in the attached Mitigation Monitoring Program (Exhibit C). 3. Mitigation measures from the IS/MND for this project have been included as Exhibit C. If any of these conditions are removed, the planning Commission must make a finding thatthe project will not result in significant environmental impacts, that the conditions are within the responsibility of another public agency, or that specific economic, social, or other considerations make the mitigation measures infeasible. 4. The conditions of approval including Mitigation Measures incorporated by reference in these Conditions of Approval as Exhibit C, code requirements, and special district requirements of PA -14-06 and VT -17747 shall be blueprinted on the face of the site plan as part of the plan check submittal package. 6. The Vesting Tentative Tract Map shall be processed as a common interest residential development map consistent with Section 18-41 of the Zoning Code. 6. A decorative 8 -foot high perimeter block wall shall be constructed along the northerly and easterly boundaries of the site prior to issuance of certificates of occupancy unless otherwise approved by the Development Services Director. Where walls on adjacent properties already exist, the applicant shall work with the adjacent property owner(s) to prevent side- by-side walls with gaps in between them and/or provide adequate privacy screening by trees and landscaping. Based on the outcome of discussions between the applicant, Island View Mobile Home Park representatives, and PlayPort Mobile pillage representatives, the height and design of the northerly block wall may be modified subject to the discretion of the Development Services Director. 7. The interior fences or walls between the units shall be a minimum of six feet in height. 8. The open, unassigned parking spaces shall be clearly marked as guest parking spaces. Signage will be posted to indicate that these spaces are available to all visitors. g. Prior to issuance of building permits, a final landscape plan indicating the landscape palette and the design/material of paved areas shall be submitted for review and approval by the Planning Division. 10. Landscaping and irrigation shall be installed in accordance with the approved plans prior to final inspection or occupancy clearance. 11. Prior to issuance of building permits, developer shall contact the U.S. Postal Service with regard to location and design of mail delivery facilities. Such facilities shall be shown on the site plan, landscape plan, andfor floor plan. 12. No modification(s) of the approved building elevations including, but not limited to, change of architectural type, changes that increase the building height, removal of building articulation, or a change of the finish material(s), shall be made during construction without prior Planning Division written approval. Failure to obtain prior Planning Division approval of the modification could result in the requirement of the applicant to (re)process the modification through a discretionary review process or a variance, or in the requirement to modify the construction to reflect the approved plans. 13. No exterior roof access ladders, roof drain scuppers, or roof drain downspouts are permitted. This condition relates to visually prominent features of scuppers or downspouts that not only detract from the architecture but may be spilling water from overhead without an integrated gutter system which would typically channel the rainwater from the scupper/downspout to the ground. An integrated downspout/gutter system which is painted to match the building would comply with the condition. This condition shall be completed under the direction of the Planning Division. 14. Prior to issuance of grading permits, developer shall submit for review and approval a Construction Management Plan. This plan features methods to minimize disruption to the neighboring residential uses to the fullest extent that is reasonable and practicable. The plan shall include construction parking and vehicle access and specifying staging areas and delivery and hauling truck routes. The plan should mitigate disruption to residents during construction. The truck route plan shall preclude truck routes through residential areas and major truck traffic during peak hours. The total truck trips to the site shall not exceed 200 trucks per day (i.e., 100 truck trips to the site plus 100 truck trips from the site) unless approved by the Development Services Director or Transportation Services Manager. 15. The subject property's ultimate finished grade level may not be filled/raised in excess of 36 inches above the finished grade of any abutting property. If additional fill dirt is needed to provide acceptable on-site storm water flow to a public street, an alternative means of accommodating that drainage shall be approved by the City's Building Official prior to issuance of any grading or building permits. Such alternatives may include subsurface tie-in to public storm water facilities, subsurface drainage collection systems and/or sumps with mechanical pump discharge in -lieu of gravity flow. If mechanical pump method is determined appropriate, said mechanical pump(s) shall continuously be maintained in working order. In any case, development of subject property shall preserve or improve the existing pattern of drainage on abutting properties, 16. The applicant shall contact the Planning Division to arrange a Planning inspection of the site prior to the release of occupancy/utilities. This inspection is to confirm that the conditions of approval and code requirements have been satisfied. 17. A "Notice to Buyers" shall disclose that the project is located within an area designated as Light Industry in the City of Costa Mesa General Plan and is subject to existing and potential annoyances or inconveniences associated with industrial land uses. The Notice shall disclose the existing surrounding industrial land uses, including but not limited to, operational characteristics such as hours of operation, delivery schedules, outdoor activities, and noise and odor generation. In addition, the Notice shall state that the existing land use characteristics are subject to change in the event that new businesses move or existing businesses change ownership. The Buyer's Notice shall be reviewedlapproved by the City Attorney's office and Development Services Director prior to recordation. The Buyers Notice shall serve as written notice of the then existing noise environment and any odor generating uses within the mixed-use development and within a 500 -foot radius of the mixed use development, as measured from the legal property lines of the development lot. The Buyer's Notice shall be remitted to any prospective purchaser or tenant at least 15 days prior to close of escrow, or within three days of the execution of a real estate sales contract or rental/lease agreement, whichever is longer. 18. Marketing materials, including any model units constructed on-site, shall clearly identify and disclose that the 250 square foot ground floor workspaces for the live/work units are designed to be utilized as workspaces to potential buyers. 19. The livetwork units shall comply with all applicable requirements of the Mesa West Bluffs Urban Plan as they pertain to allowable uses identified in the Mesa West Bluffs Urban Plan Land Use Matrix. 20. Permanently installed wood burning devices are not permitted. A wood burning device means any fireplace, wood burning heater, or pellet -fueled wood heater, or any similarly enclosed, permanently installed, indoor or outdoor device burning any solid fuel for aesthetic or space -heating purposes, which has a heat input of less than one million British thermal units per hour, 21. The project shall comply with Title 24 of the California Code of Regulations established by the energy conservation standards. The project Applicant shall incorporate the following in building plans: a. Double paned glass or window treatment for energy conservation shall be sued in all exterior windows. b. Building shall be oriented north/south where feasible. 22. In the event that archaeological resources are encountered during grading and construction, all construction activities shall be temporarily halted or redirected to permit the sampling, identification, and evaluation of archaeological materials as determined by the City, who shall establish, in cooperation with the project applicant and a certified archaeologist, the appropriate procedures for exploration and/or salvage of the artifacts. 23. In the event that paleontological resources are encountered during grading and construction operations, all construction activities shall be temporarily halted or redirected to permit a qualified paleontologist to assess the find for significance and, if necessary, develop a paleontological resources impact mitigation plan (PRIMP) for the review and approval by the City prior to resuming excavation activities. 24. If human remains are encountered, State Health and Safety Code Section 7050.5 states that no further disturbance shall occur until the County Coroner has made a determination of origin and disposition pursuant to Public Resources Code Section 5097.98. The County Coroner must be notified of the find immediately. If the remains are determined to be prehistoric, the Coroner will notify the Native American Heritage Commission (NAHC), which will determine and notify a Most Likely Descendant (MLD). With the permission of the landowner or his/her authorized representative, the MLD may inspect the site of the discovery. The MLD shall complete the inspection within 24 hours of notification by the NAHC. The MLD may recommend scientific removal and nondestructive analysis of human remains and items associated with Native American burials. 25. Trash facilities shall be screened from view, and designed and located appropriately to minimize potential noise and odor impacts to residential areas. 26. To avoid an alley -like appearance, the private street shall not be developed with a center concrete swale. The private street shall be complemented by stamped concrete or pervious pavers. 27. Prior to issuance of building permits, the applicant shall provide the Conditions, Covenants, and Restrictions (CC&Rs) to the Development Services Director and City Attorney's office for review. The CC&Rs must be in a form and substance acceptable to, and shall be approved by the Development Services Director and City Attorney's office. a. The CC&Rs shall contain provisions requiring that the HOA homeowner's association (HOA) effectively manage parking and contract with a towing service to enforce the parking regulations and shall contain restrictions prohibiting parking in the driveway and in front of garage doors. b. The CC&Rs shall also contain provisions related to night-time lighting and active use of the common areas. These provisions shall prohibit amplified noise, loud parties/gatherings, night-time lighting after 9:00 PM other than for security purposes, or any other activities that may be disruptive to the quiet enjoyment of neighboring properties after 9:00 PM. c. The CC&Rs shall also contain provisions related to preservation and maintenance of the common lot and common open space areas in perpetuity by the homeowner's association. The CC&Rs shall also contain the buyer's notice as an exhibit. d. The CC&Rs shall contain a notice that all open parking spaces shall be unassigned and available for visitors. e. The CC&R's shall contain restrictions requiring residents to park vehicles in garage spaces provided for each unit. Storage of other items may occur only to the extent that vehicles may still be parked within the required garage at the number for which the garage was originally designed and to allow for inspections by the association to verify compliance with this condition. f. For LiveNVork Units, the CC&R's shall contain provisions stating that the 250 square foot work space on the first level shall not be used as a bedroom for sleeping purposes, and shall be maintained as a workspace. g. Any subsequent revisions to the CC&Rs related to these provisions must be reviewed and approved by the City Attorney's office and the Development Services Director before they become effective. 28. The CC&Rs shall be recorded prior to issuance of certificates of occupancy. 29. Prior to issuance of building permits, the applicant shall provide proof of recordation of Vesting Tract Map 17747. 30. Transformers, backflow preventers, and any other approved above- ground utility improvement shall be located outside of the required street setback area and shall be screened from view, under direction of Planning staff, Any deviation from this requirement shall be subject to review and approval of the Development Services Director. 31. A comprehensive sign program shall be submitted for all on-site signs (i.e., monument, directory, wall mounted) for review and approval of the Development Services Director prior to issuance of building permits. 32. Prior to release of any utilities, the applicant shall provide proof of establishment of a maintenance or homeowners association. 33. The applicant shall defend, indemnify, and hold harmless the City, its elected and appointed officials, agents, officers and employees from any claim, action, or proceeding (collectively referred to as "proceeding") brought against the City, its elected and appointed officials, agents, officers or employees arising out of, or which are in any way related to, the applicants project, or any approvals granted by City related to the applicant's project. The indemnification shall include, but not be limited to, damages, fees and/or costs awarded against the City, if any, and cost of suit, attorney's fees, and other costs, liabilities and expenses incurred in connection with such proceeding whether incurred by the applicant, the City and/or the parties initiating or bringing such proceeding. This indemnity provision shall include the applicant's obligation to indemnify the City for all the City's costs, fees, and damages that the City incurs in enforcing the indemnification provisions set forth in this section. City shall have the right to choose its own legal counsel to represent the City's interests, and applicant shall indemnify City for all such costs incurred by City. 34. Prior to building permit issuance, the applicant shall submit a final playground plan for review and approval, which includes detailed playground specifications of manufactured play equipment. The playground plan shall depict safety fall zones, safety surfacing materials and construction specifications, manufacturer and model numbers of equipment and equipment deck heights. 35. The Playground Plan should demonstrate compliance to State of California Playground Safety Regulations R-39-97, (California Code of Regulations, Title 22, Division 4, Chapter 22, available from Barclay's California Code of Regulations (800) 888-3600. State safety regulations are based on the ASTM F1487-98 Standard Consumer Safety Performance Specification of Playground Equipment for Public Use, and the Consumer Product Safety Commission Handbook for Public Playground #325, both available from the California Department of Health Services. 36. On a project -specific basis, the Development Services Director shall require that the playground plan adequately serve the anticipated number of users and their activities. 37, If the common outdoor play area is located adjacent or in proximity to a street, driveway, loading area, or any other traffic circulation area, a street barrier with a minimum height of 42 inches (Le. steel reinforced bollards, reinforced block walls, etc.) should be used to enclose the play area for adequate protection from vehicular traffic. Any other type of comparable street barrier which may provide adequate protection shall be subject to review and approval by Development Services Director. Fences and block walls shall be in conformance with development standards for the zoning district in which they are located. 33, Outdoor play areas are encouraged to be shaded by a canopy structure, awnings; or landscaping. Based on a survey of the buyer prefile and interest, an additional tot lot shall be provided in the southerly livelwork) portion of the project, subject to final approval of the Development Services Director based on an assessment of the survey results. This may be determined prier to issuance of the first certificate of occupancy. Eng. 39. Comply with the requirements contained in the letter prepared by the City Engineer (Exhibit B1). 40. Maintain the public right-of-way in a "wet -down" condition to prevent excessive dust and promptly remove any spillage from the public right-of- way by sweeping or sprinkling. The following list of federal, state and local laws applicable to the project has been compiled by staff for the applicant's reference. Any reference to "City" pertains to the City of Costa Mesa. Ping. 1. All contractors and subcontractors must have valid business licenses to do business in the City of Costa Mesa. Final inspections, final occupancy and utility releases will not be granted until all such licenses have been obtained. 2. Address assignment shall be requested from the Planning Division prior to submittal of working drawings for plan check. The approved address of individual units, suites, buildings, etc., shall be blueprinted on the site plan and on all floor plans in the working drawings. 3. Prior to issuance of building permits, applicant shall contact the US Postal Service with regard to location and design of mail delivery facilities. Such facilities shall be shown on the site plan, landscape plan, and/or floor plan. 4. Pay Park fee prior to building permit issuance or certificate of occupancy. Applicable fee shall be that fee in effect at, the time the subdivision application is filed with the City. 5. A minimum 20 -foot by 20 -foot clear interior dimension shall be provided for all garages. 6. Minimum garage door width shall be 16 feet. 7. All garages shall be provided with automatic garage door openers. 8. Hours of construction shall comply with Section 13-279, Title 13, of the Costa Mesa Municipal Code. 9. Two (2) sets of detailed landscape and irrigation plans, which meet the requirements set forth in Costa Mesa Municipal Code Sections 13-101 through 13-108 and the City's Water Efficient Landscape Guidelines, shall be required as part of the project plan check review and approval process, Plans shall be forwarded to the Planning Division for final approval prior to issuance of building permits. 10. Two (2) sets of landscape and irrigation plans, approved by the Planning Division, shall be attached to two of the final building plan sets. 11. All on-site utility services shall be installed underground. 12. Installation of all utility meters shall be performed in a manner so as to obscure the installation from view from any place on or off the property. The installation shall be in a manner acceptable to the public utility and shall be in the form of a vault, wall cabinet, or wall box under the direction of the Planning Division. 13, Any mechanical equipment such as air-conditioning equipment and duct work shall be screened from view in a manner approved by the Planning 14. As final building plans are submitted to the City of Costa Mesa for review and approval, the Costa Mesa Police Department shall review all plans for the purpose of ensuring that design requirements are incorporated into the building design to increase safety and avoid unsafe conditions. These measures focus on security measures that are recommended by the Police Department, including but not limited to the following: a. Lighting shall be provided in open areas and parking lots. b. Required building address numbers shall be readily apparent from the street and rooftop building identification shall be readily apparent from police helicopters for emergency response agencies. c. Landscaping requirements. d. Emergency vehicle parking areas shall be designated within proximity to buildings. e. Prior to the issuance of a Building Permit, the City of Costa Mesa Police Department shall review and approve the developer's project design features to assess the compliance with local requirements. 15. The City of Costa Mesa limit is abutting the property line on West 16th Street. Therefore, any offsite improvement plan, hydrology report, or conditions of development for West 16th Street shall be reviewed and approved by the City of Newport Beach. 16. Prior to approval of plans, the project shall fulfill the City of Costa Mesa Drainage Ordinance No. 06-19 requirements. Bldg. 17. Comply with the requirements of the 2013 California Building Code, 2013 California Residential Code, 2013 California Electrical Code, 2013 California Mechanical Code, 2013 California Plumbing Code, 2013 California Green Building Standards Code and 2013 California Energy Code (or the applicable adopted, California Building Code, California Residential Code, California Electrical Code, California Mechanical Code, California Plumbing Code, California Green Building Standards, and California Energy Code at the time of plan submittal or permit issuance) and California Code of Regulations also known as the California Building Standards Code, as amended by the City of Costa Mesa. Areas of alteration and additions shall comply with 2013 California Green Building Standards Code section 5.303.2 and 5.303.2. 18. Submit precise grading plans, an erosion control plan, and a hydrology study. 19. Submit a soils report for this project. Soil's report recommendations shall be blueprinted on both the architectural and grading plans. For existing slopes or when new slopes are proposed, the soils report shall address how existing or new slopes will be maintained to avoid erosion or future failure. 20. On graded sites the top of exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved discharge devise a minimum of 12 inches plus 2 percent. 2013 California Building Code CRC 403.1 ,7.3. 21. Lots shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of six inches within the first 10 feet. CRC R401.3. 22. Projections, including eaves, shall be one-hour fire resistive construction, heavy timber or noncombustible material if they project into the 5 -foot setback area from the property line. They may project a maximum of 12 inches beyond the 3 -foot setback. CRC Tables 8302.1 (1) and 8302.1 (2). 23. Prior to the issuance of Grading Permits, the project Applicant shall provide the City of Costa Mesa Department of Building Safety with a geotechnical investigation of the project site detailing recommendations for remedial grading in order to reduce the potential of onsite soils to cause unstable conditions. Design, grading, and construction shall be performed in accordance with the requirements of the California Building Code applicable at the time of grading, appropriate local grading regulations, and the recommendations of the geotechnical consultant as summarized in a final written report, subject to review by the City of Costa Mesa Department of Building Safety. 24. During demolition, grading, and excavation, workers shall comply with the requirements of Title 8 of the California Code of Regulations, Section 1532.1, which provides for exposure limits, exposure monitoring, respiratory protection, and good working practice by workers exposed to lead. Lead -contaminated debris and other wastes shall be managed and disposed of in accordance with the applicable provision of the California Health and Safety Code. 25. During demolition, grading, and excavation, workers shall comply with the requirements of Title 8 of the California Code of Regulations, Section 1529, which provides for exposure limits, exposure monitoring, respiratory protection, and good working practices by workers exposed to asbestos. Asbestos -contaminated debris and other wastes shall be managed and disposed of in accordance with the applicable provision of the California Health and Safety Code. 26. All construction contractors shall comply with South Coast Air Quality Management District (SCAQMD) regulations, including Rule 403, Fugitive Dust. All grading (regardless of acreage) shall apply best available control measures for fugitive dust in accordance with Rule 403. To ensure that the project is in full compliance with applicable SCAQMD dust regulations and that there is no nuisance impact off the site, the contractor would implement each of the following: a. Moisten soil not more than 15 minutes prior to moving soil or conduct whatever watering is necessary to prevent visible dust emissions from exceeding 100 feet in any direction. b. Apply chemical stabilizers to disturbed surface areas (completed 28. Fulfill mitigation of off-site traffic impacts at the time of issuance of occupancy by submitting to the Planning Division the required traffic impact fee pursuant to the prevailing schedule of charges adopted by the City Council, The traffic impact fee is calculated including credits for all existing uses. NOTE: The Traffic Impact Fee will be recalculated at the time of issuance of building permit/certificate of occupancy based upon any changes in the prevailing schedule of charges adopted by the City Council and in effect at that time. 29. Close unused drive approaches, or portion of, with full height curb and gutter that comply with City Standards. 30. The project shall not be gated in any manner, from the Whittier Avenue entry direction or the southern West 16th Street entry, ensuring emergency vehicle access through the property from public street to public street at all times. 31. Provide an area to allow three-point turns at the easterly end of the private street next to Units 17 and 18. Fire 32. Prior to the issuance of a Building Permit, the City of Costa Mesa Fire Department shall review and approve the project design features to assess compliance with the California Building Code and California Fire Code. 33. Provide Class A fire hydrants to be located as directed by the Fire Department. 34. Provide "blue dot" reflective markers for all on-site fire hydrants. 35. The project shall provide an automatic fire sprinkler system according to NFPA 13 R. grading areas) within five days of completing grading or apply dust suppressants or vegetation sufficient to maintain a stabilized surface. c. Water excavated soil piles hourly or covered with temporary coverings. d. Water exposed surfaces at least twice a day under calm conditions. Water as often as needed on windy days when winds are less than 25 miles per day or during very dry weather in order to maintain a surface crust and prevent the release of visible emissions from the construction site. e. Wash mud -covered tired and under -carriages of trucks leaving construction sites. f. Provide for street sweeping, as needed, on adjacent roadways to remove dirt dropped by construction vehicles or mud, which would otherwise be carried off by trucks departing project sites. g. Securely cover loads with a tight fitting tarp on any truck leaving the construction sites to dispose of debris. h. Cease grading during period when winds exceed 25 miles per hour. Trans. 27. Construct all proposed driveway approaches to comply with city standards. 28. Fulfill mitigation of off-site traffic impacts at the time of issuance of occupancy by submitting to the Planning Division the required traffic impact fee pursuant to the prevailing schedule of charges adopted by the City Council, The traffic impact fee is calculated including credits for all existing uses. NOTE: The Traffic Impact Fee will be recalculated at the time of issuance of building permit/certificate of occupancy based upon any changes in the prevailing schedule of charges adopted by the City Council and in effect at that time. 29. Close unused drive approaches, or portion of, with full height curb and gutter that comply with City Standards. 30. The project shall not be gated in any manner, from the Whittier Avenue entry direction or the southern West 16th Street entry, ensuring emergency vehicle access through the property from public street to public street at all times. 31. Provide an area to allow three-point turns at the easterly end of the private street next to Units 17 and 18. Fire 32. Prior to the issuance of a Building Permit, the City of Costa Mesa Fire Department shall review and approve the project design features to assess compliance with the California Building Code and California Fire Code. 33. Provide Class A fire hydrants to be located as directed by the Fire Department. 34. Provide "blue dot" reflective markers for all on-site fire hydrants. 35. The project shall provide an automatic fire sprinkler system according to NFPA 13 R. Street 36. Plant 24" box Tabebuia Avellanedae in the ROW on West 16th Street. Trees WQMP 37. In order to comply with the 2003 DAMP, the proposed project shall prepare a Storm Drain Plan, Stormwater Pollution Prevention Plan (SWPPP), and Water Quality Management Plan (WQMP) conforming to the current National Pollution Discharge Elimination System (NPDES) requirements, prepared by a Licensed Civil Engineer or Environmental Engineer, which shall be submitted to the Department of Public Works for review and approval. 38. The SWPPP shall be prepared and updated as needed during the course of construction to satisfy the requirements of each phase of development. The plan shall incorporate all necessary Best Management Practices (BMPs) and other City requirements to eliminate polluted runoff until all construction work for the project is completed. The SWPPP shall include treatment and disposal of all dewatering operation flows and for nuisance flows during construction. 39. A WQMP shall be maintained and updated as needed to satisfy the requirements of the adopted NPDES program, The plan shall ensure that the existing water quality measures for all improved phases of the project are adhered to. 40. Location of the BMPs shall not be within the public right-of-way. 41. The project shall comply with the NPDES requirements, as follows: a. Construction General Permit Notice of Intent (NOI) Design: Prior to the issuance of preliminary or precise grading permits, the project applicant shall provide the City Engineer with evidence that an NOI has been filed with the Storm Water Resources Control Board (SWRCB), Such evidence shall consist of a copy of the NOI stamped by the SWRCB or Regional Water Quality Control Board (RWQCB), or a letter from either agency stating that the NOI has been filed. b. Construction Phase Storm Water Pollution Prevention Plan (SWPPP): Prior to the issuance of grading permits, the applicant shall prepare a SWPPP that complies with the Construction General Permit and will include at a minimum the following: c. Discuss in detail the BMPs planned for the project related to control of sediment and erosion, non -sediment pollutants, and potential pollutants in non -storm water discharges. d. Describe post -construction BMPs for the project. e. Explain the maintenance program for the projects BMPs. f. List the parties responsible for the SWPPP implementation and the BMP maintenance during and after grading. The project Applicant shall implement the SWPPP and modify the SWPPP as directed by the Construction General Permit. The requirements of the following special districts are hereby forwarded to the applicant: Sani. 1 . Applicant will be required to construct sewers to serve this project, at his own expense, meeting the approval of the Costa Mesa Sanitary District. 2. County Sanitation District fees, fixture fees, inspection fees, and sewer permit are required prior to installation of sewer. 3. Applicant shall submit a plan showing sewer improvements that meets the District Engineers approval to the Building Division as part of the plans submitted for plan check. 4. The applicant is required to contact the Costa Mesa Sanitary District at (714) 754-5307 to arrange final sign -off prior to certificate of occupancy being released. 5. Unless an off-site trash hauler is being used, applicant shall contact the Costa Mesa Sanitary District at (714) 754-5043 to pay trash collection program fees and arrange for service for all new residences. Residences using bin or dumpster services are exempt from this requirement. 6. Applicant shall contact Costa Mesa Sanitary District at (949) 654-8400 for any additional district requirements. AQMD 7. Applicant shall contact the Air Quality Management District (AQMD) at (800) 288-7664 for potential additional conditions of development or for additional permits required by AQMD. Water 8. Customer shall contact the Mesa Water District — Engineering Desk and submit an application and plans for project review. Customer must obtain a letter of approval and a letter of project completion from Mesa Water District. School 9. Pay applicable Newport Mesa Unified School District fees to the Building Division prior is issuance of building permits. State 10. Comply with the requirements of the California Department of Food and Agriculture (CDFA) to determine if'red imported fire ants (RIFA) exist on the property prior to any soil movement or excavation. Call CDFA at (714) 708-1910 for information. CITY OF COSTA MESA P.O. BOX 1200 - 77 FAIR DRIVE - CALIFORNIA 92628-1200 FROM THE DEPARTMENT OF PUBLIC SERVICES/ENGINEERING DIVISION Costa Mesa Planning Commission City of Costa Mesa 77 Fair Drive Costa Mesa, CA 92626 SUBJECT: Vesting Tract No. 17747 LOCATION: 1620-1644 Whittier Avenue Dear Commissioners: Vesting Tentative Tract Map No. 17747 as furnished by the Planning Division for review by the Public Services Department consists of subdividing three lots into 89 numbered lots and thirteen lettered lots. Vesting Tentative Tract Map No. 17747 meets with the approval of the Public Services Department, subject to the following conditions: 1. The Tract shall be developed in full compliance with the State Map Act and the City of Costa Mesa Municipal Code (C.C.M.M.C.), except as authorized by the Costa Mesa City Council and/or Planning Commission. The attention of the Subdivider and his engineer is directed to Section 13-208 through 13-261 inclusive, of the Municipal Code. 2. The Subdivider shall conduct soil investigations and provide the results to the City of Costa Mesa Engineering and Building Divisions pursuant to Ordinance 97-11. 3. Two copies of the Final Tract Map shall be submitted to the Engineering Division for checking. Map check fee shall be paid per C.C.M.M.C. Section 13-231. 4. A current copy of the title search shall be submitted to the Engineering Division with the first submittal of the Final Tract Map. 5. Dedicate an ingress/egress easement to the City for emergency and public security vehicles purposes only. Maintenance of easement shall be the sole responsibility of a Homeowners Association formed to conform to Section 13-41 (e) of the C.C.M.M.C. 6. Vehicular and pedestrian access rights to West 16th Street and Whittier Avenue shall be released and relinquished to the City of Costa Mesa except at approved access locations. 7. Submit for approval to the City of Costa Mesa and City of Newport Beach, Engineering Divisions, Street Improvement and Storm Drain Plans, that show Sewer and Water Improvements, prepared by a Civil Engineer, and fully improve West 16th Street and Whittier Avenue to their ultimate widths per Cities of Costa Mesa and City of Newport Beach Standards. PHONE: (714)754-5335 FAX -,(714)754-5028 TDD: (714)754-5244 wwwcostamesamgov Planning Commission 2014 8, The Subdivider shall submit a cash deposit of $980 for street sweeping at time of issuance of a Construction Access permit. Full amount of deposit shall be maintained on a monthly basis prior to and during construction until completion of project. 9. Fulfill City of Costa Mesa Drainage Ordinance No. 06-19 requirements prior to approval of Final Tract Map 10. The Subdivider's engineer shall furnish the a storm runoff study to the Cities of Costa Mesa and Newport Beach Engineering Divisions showing existing and proposed facilities and the method of draining this area and tributary areas without exceeding the capacity of any street or drainage facility on-site or off-site. This study to be furnished with the first submittal of the Final Tract Map. Cross lot drainage shall not occur. 11. Dedicate a twenty foot storm drain easement to the City of Costa Mesa and collect street storm runoff from Newhall Street. 12. Collect any storm runoff from the adjacent property to the north of the project and drain through the proposed public storm drain system. 13. In order to comply with the latest DAMP, the proposed Project shall prepare a Water Quality Management Plan conforming to the Current National Pollution Discharge Elimination System (NPDES) and the Model WQMP, prepared by a Licensed Civil Engineer or Environmental Engineer, which shall be submitted to the Cities of Costa Mesa and Newport Beach Engineering Divisions for review and approval. • A WQMP (Priority or Non -Priority) shall be maintained and updated as needed to satisfy the requirements of the adopted NPDES program. The plan shall ensure that the existing water quality measures for all improved phases of the project are adhered to. • Location of BMIPs shall not be within the public right-of-way. 14. Ownership and maintenance of the private on-site drainage facilities, BMPs, parkway culverts and other common areas shall be transferred by the owner to the Homeowner Association to be formed pursuant to C.C.M.M.C. Section 13-41 (e) and said association shall indemnify and hold harmless the Cities of Costa Mesa and Newport Beach for any liability arising out of or in any way associated with the connection of the private drainage system with the City's drainage system and shall execute and deliver to the City of Costa Mesa and City of Newport Beach the standard (indemnity) Hold Harmless Agreement required for such conditions prior to issuance of permits. 15. Sewer improvements shall meet the approval of the Costa Mesa Sanitary District; call (949) 631-1731 for information. 16. Water system improvements shall meet the approval of Mesa Consolidated Water District; call (949) 631-1200 for information. 17. Dedicate easements as needed for public utilities. I& The Subdivider must submit a request to the City of Costa Mesa City Engineer to abandon any easements where the City is a beneficiary. The vacation of easements must be approved and recorded prior to the approval of Final Tract Map. 2 Planning Commission 2014 19. Prior to recordation of a Final Tract Map, the surveyorlengineer preparing the map shall tie the boundary of the map into the Horizontal Control System established by the County Surveyor in a manner described in Subarticle 12, Section 7-9-337 of the Orange County Subdivision Code. 20. Prior to recordation of a Final Tract Map, the surveyor/engineerprepa(ing the map shall submit to the County Surveyor a digital -graphics file of said map in a manner described in Subarticle 12, Section 7-9-337 of the Orange County Subdivision Code. 21, Survey monuments shall be preserved and referenced before construction and replaced after construction, pursuant to Section 8771 of the Business and Profession Code. 22. The elevations shown on all plans shall be on Orange County benchmark datum. 23. Prior to recordation of a Final Tract Map, submit required cash deposit or surety bond to guarantee monumentation. Deposit amount to be determined by the City Engineer. 24. Prior to occupancy on the Tract, the surveyor/engineer shall submit to the City Engineer a Digital Graphic File, reproducible mylar of the recorded Tract Map, and approved off-site plan and nine copies of the recorded Tract Map. rely, Fariba Fazeli, P. E. City Engineer (Engr. 2014/Planning Commission Tract 17747) 9 EXHIBIT C MITIGATION MONITORING PROGRAM LIGHTHOUSE PROJECT Mitigation Measure Responsible Implementation Agency 1. Monitoring Phase 2. Enforcement Agency 3. Monitoring Agency Date of Compliance AFFS-1: Prior to the issuance of Building Permits, Development, Services 1. Design/Construction the Applicant shall submit a Lighting flan and Department 2. Development Services Photometric Study for the,,jpproval of the City's 3. Development Services Development Senrices Department. The Lighting Plan shall demonstrate compliance writh the following- • The inounting height of lights on light standards shall not exceed 19 feet in any location on the Project site unless approved by the Development Services Director. • The interisityand location of lights on buildings shall be subject to the Development Services Director's approval. ® All site lighting Fixtuxes shall he provided Nvitha flat glass tens. Photometric calculations shall indicate the effect of the flat glass tens fixture efficiency. • Lighting design and layout shall limit spill light to no snore than 0.5 -foot candle at the property line of the surrounding neighbors, consistent with the level of lightirig that is deemed necessary for safety atirl security Purposes on site, • Glare shields anal- be required for select light standards. Iertor Lighting -,hall be shielded to minin-iize horizontal and vertical light spillage and visibility ftorn off-site. . . ...... - ------ EXHIBIT C MITIGATION MONITORING PROGRAM LIGHTHOUSE PROJECT Mitigation Measure Responsible 1. Monitoring Phase Date of Compliance Implementation 2, Enforcement Agency Agency 3. Monitoring Agency "ANAMB10-2: Cotistt-tictionactivities sliouldavoid the Development Sellices 1, Construction avian nesting season, from February to August, if 2. Development Services pogsil)1e. if construction activity must take place 1 Development Services during the nesting Seison,a 14 -day pre - construction -testing bird survey should be conducted to determine whether there is on-site nesting activity prior to any ground disturbance s. If passerine birds are found to be activides nesting on-site, construction can continue consistent with the recommendations of the biologist (e.g. appropriate buffers, mordtoring, etc.). MM CR -1: Construction monitoring shd] be Development Services 1. Construction conducted by -a qualified archaeologist during the 2. Development Services initial phase of active g-rading (approximately 2 3. Development Services days). If noarchaeological resources are discovered, monitoring may be discounted. If resources are discovered, trionitoring would continue until itis reasonable to believe there will be no impacts to any resources from further project activities. MAI AQ -1: All rubber tired dozers and graders used Development Services 1. Construction during the grading phase of construction sliall be 2. Development Services powered by Tier 3 engines. 1, Development Services EXHIBIT C MITIGATION MONITORING PROGRAM LIGHTHOUSE PROJECT Mitigation Measure Responsible Implementation Agency 1. Monitoring Phase 2. Enforcement Agency 3. Monitoring Agency Date of Compliance MNI IJAZ- I Prior to demolition activities, Development 1. Design/Precongtruction tcmovql fmd/orabaternent of asbestos containing Services/Fire Safety 2, De-velopment Services building materials, lead based paints, and hazardous I Development Services initerials associated with the existing building materials shall be conducted by qualified em,ironmental professional in consultation ivith the Costaliklesa Fire Department. An asbestos and hazardous materials abatement specification shall be developed by (lie qualified environmental professional, in order to clearly define the scope and objective of the abatement activities. NINI FIAZ-2: Prior to the isgiiance of a grading permit, the project applicant shall provide documentation to the City of Costa Mesa Pbnnirig I)ivision indicating D -FSC approval of a plan containing all corrective measures required for the project. EXHIBIT C MITIGATION MONITORING PROGRAM LIGHTHOUSE PROJECT Mitigation Measure Responsible Implementation Agency 1. Monitoring Phase 2. Enforcement Agency 3. Monitoring Agency Date of Compliance M-Tyl HYD -1: Prior to the issuance of any Grading Development Services 1. Design Permit, the Applicant shall: 2, Development Services • Prepare a detailed Hydrology Study, approved 3. Development Services by the Cih, Engineer. • Design all storm drain facilities, approved by the City Engineer, for 25 -year storm event protection. • Design all storm drains in the public right-of- way to be minimum of 24 inches by City of Costa Mesa requirements and in accordance .with the Orange Count, Local Drainage T'Janual including minimum spacing between manholes of 300 feet. • iNIN4 WQ- I : A Final Water Quality Management Plan (WQN1P) shall be prepared for the project and the WQ't\,IP shall include the folloNNing clerrients: • Conduct and include the result of site-specific infiltration, testing, anti include evaluation the feasibility of using of infiltration Low Impact Development best management practices. • Include Haivest and Use calculations and evaluate the feasibility of using harvest ;anti use best management practices. • The rin'll WQxfp shall be consistent "Vith the final development plaiv;, including the project density. EXHIBIT C MITIGATION MONITORING PROGRAM LIGHTHOUSE PROJECT L Mitigation Measure Responsible Implementation Agency 1. Monitoring Phase 2. Enforcement Agency 3. Monitoring Agency Date of Compliance le NI N01-1: Implementation of the follo-wing Development Services 1. Construction multi -part mitigation measure is required to reduce 2. Development Services the potential construction period noise impacts- 3. Development Services • The construction contractor shall ensure that call noise producing construction activities, includingwarming-up or servicing equipment and any preparation for construction, shall be limited to the hours between, 7:00 a.m. and 7:00 p.im Monday through Friday,and between 9:00 a.m. and 6:00 pm. on Saturdays, with no noise - generating construction on Sundays or federal holidqys. • The applicant shall construct the proposed northern and eastern sound walls, prior to issuance of the project -building permit. • The construction contractor shall ensure that all internal combustion engine -driven equipment is equipped Nvith muffles, which are in good condition. and appropriate for the equipment. 0 " I'lle construction contractor shall utilize quiet models ofair compressot.sand other stationary noise sources where such technology exists. * T'he construction contractor shall locate onsite equipment staging areas so as to maximize the distance between constiuction-related noise sources and noise-sensi live receptors neatest the project site during construction. 0 AThere feasible, the project contractor shall place all stationary- construction equipment so that emitted noise is directed away from the closest off-site sensitive receptors. 9 The construction contractor shall prohibit unnecessary idling of internal combustion engines. EXHIBIT C MITIGATION MONITORING PROGRAM LIGHTHOUSE PROJECT Mitigation Measure Responsible 1. monitoring Phase Date of compliance implementation 2. Enforcement Agency Agency 3. Monitoring Agency NINI N01-2-. A minimum. 6-foot high Perimeter wall Development Services I. Design/Constniction shall. I)e conqtrUctedalong the project site's eastern 2, Development property line bet�vccn tile commercial buildingand Services tyre project site. '1711C perimeter Wall shall have a 3. Development surface density of it least 3,5 pounds per square Services foot, and have no opertings or. 91ps. It may be constricted of,.vood studs with Mcco exterior, 3/8-inch plate glass, 5/8-inch Plexiglas, any masonry material, or a combination of these Inaterills. MIM 1+N01-3: An alternative form of ventilation, sucl., a,.; air conditioning systems or noise-attenulted passive ventilation, shall be included in the building desi6,11 to ensure that windows can remain closed for prolonged period-, of time in order to meet the interior noise standard of 45 dRA CNEL established by the 0tv and the Uniform Building Code Rcquirelnents. Attachment Operations and Maintenance (O&M) Plan Water Quality Management Plan For TRACT NO. 17747 1620 1644 Whittier Ave. & 970 16th St. Costa Mesa, CA Prepared For: Taylor Morrison Homes 100 Spectrum Center Drive, Suite 1450 Irvine, CA 92618 Contact: Yvonne Benschop (949) 341-1200 Prepared By: C&V Consulting, Inc. 27156 Burbank Foothill Ranch, CA 92610 Contact: Dane P. McDougall, P.E. (949) 916-3800 February 2015 Page 1 of 7 Exhibit A, Operations and Maintenance Plan BMP Applicable? Yes/ No Yes Yes Yes BMP Name and BMP Implementation, Maintenance, and Inspection Procedures Implementation, Maintenance, and Inspection Frequency and Schedule Non -Structural Source Control BMPs N1. Education for Property Owners, Tenants, and Occupants This will be addressed through educational materials. All included materials provide ways of mitigating stormwater pollution in everyday activities associated with residents as well as employees of the property management company and their sub -contractors. Practical informational materials are provided to residents, occupants, or tenants to increase the public's understanding of stormwater quality, sources of pollutants, and what they can do to reduce pollutants in stormwater. N2. Activity Restriction Rules or guidelines for developments are established within the appropriate documents which prohibit activities that can result in discharges of pollutants. N3. Common Area Landscaped Management Specific practices are followed and ongoing maintenance is conducted to minimize erosion and over -irrigation, conserve water, and reduce pesticide and fertilizer applications. N4. BMP Maintenance In order to ensure adequate and comprehensive BMP implementation, all Yes responsible parties are identified for implementing all non-structural and structural BMPs, cleaning, inspection, and other maintenance activities are specified including responsible parties for conducting such activities. NS. Title 22 CCR Compliance Yes Hazardous waste is managed properly through compliance with applicable Title 22 regulations. Hazardous materials or wastes will be generated, The distribution of these materials will be the responsibility of Taylor Morrison of California, LLC or HOA at the time of the employee training, purchase by individual homeowner, and arlv report to residents. The distribution of these materials will be the responsibility of Taylor Morrison of California, LLC or HOA at the time of the employee training. CC&Rs provided to homeowners at time of sale and will identify activity restrictions for and neiehborhood Landscape maintenance should be practiced at least once per week or to the desire of Taylor Morrison or HOA. Overall landscape care should be inspected monthly. Regular maintenance once a week and monthly cleaning and inspections to determine deficiencies. The distribution of these materials will be the responsibility of Taylor Person or Entity with Operation and Maintenance Responsibility Taylor Morrison of California, LLC and individual homeowners. HOA to assume responsibility from Taylor Morrison upon formation Taylor Morrison of California, LLC or HOA when established. Taylor Morrison of California, LLC or HOA when established will maintain or hire professionals to manage the upkeep of the project's landscaped areas. Taylor Morrison of California, LLC or HOA when established will maintain or hire professionals to manage the upkeep of the proiect's BMPs. Taylor Morrison of California, LLC or HOA when established. Page 2 of 7 Page 3 of 7 handled, transported, or disposed of in association with the project. Morrison of California, LLC or Measures are taken to comply with applicable local, state, and federal HOA at the initial hiring of an regulation to avoid harm to humans and the environment. employee. No N7. Spill Contingency Plan No N8. Underground Storage Tank Compliance No N9. Hazardous Materials Disclosure Compliance No N10. Uniform Fire Code Implementation N11. Common Area Litter Control It will be the responsibility of Trash management and litter control procedures are specified within this Taylor Morrison of California, Taylor Morrison of California, Yes report, including responsible parties, and implemented to reduce pollution LLC or HOA to empty and LLC or HOA when established. of drainage water. maintain the upkeep of these areas on a weekly basis. N12. Employee Training The distribution of these Practical informational materials and/or training are provided to employees materials will be the Yes at the initial time of hiring by Taylor Morrison of California, LLC or HOA to responsibility of Taylor Taylor Morrison of California, increase their understanding of stormwater quality, sources of pollutants, Morrison of California, LLC or LLC or HOA when established. and their responsibility for reducing pollutants in stormwater. HOA at the initial hiring of an employee. No N13. Housekeeping of Loading Docks N14. Common Area Catch Basin Inspection Common inspection should Taylor Morrison of California, In order to ensure adequate and comprehensive BMP implementation, all occur weekly or prior to any LLC or HOA when established Yes responsible parties are identified for implementing all non-structural and significant storm events by will maintain or hire structural BMPs, cleaning, inspection, and other maintenance activities are method clearing any trash/ professionals to manage the specified including responsible parties for conducting such activities. debris from ro m the catch basin. upkeep of the project's onsite catch basins. N15. Street Sweeping Private Streets and Parking Lots City's Street Sweeping Yes Regular sweeping is conducted to reduce pollution of drainage water. Services or approved Private Taylor Morrison of California, Company on a weekly basis or LLC or HOA when established. as needed. No N17. Retail Gasoline Outlets Structural Source Control BMPs Provide Storm Drain System Stenciling and Signage Stenciling and Signage should Catch Basin Stenciling and Signage will be placed on all on-site catch basins be implemented prior to to the satisfaction of the City Engineer. construction completion by Yes the Contractor. Any Taylor Morrison of California, defacement of the signage LLC or HOA when established. should be addressed immediately by Taylor Page 3 of 7 Page 4of7 Morrison of California, LLC or HOA. No Design and Construct Outdoor Material Storage Areas to Reduce Pollutant Introduction Design and Construct Trash and Waste Storage Areas to Reduce Pollutant No Introduction Use Efficient Irrigation Systems and Landscape Design Efficient irrigation and Site efficient irrigation and landscaping has been implemented by the landscaping should be project's landscape architect to the satisfaction of the City Engineer and implemented prior to Planning Department. construction completion by the Contractor. Taylor Morrison of California, LLC or HOA will be responsible for Taylor Morrison of California, the upkeep. Irrigation piping LLC or HOA when established and timers should be will maintain or hire Yes inspected at least 4 times per professionals to manage the year by Taylor Morrison of upkeep of the project's California, LLC or HOA or a landscaped professional landscaper. Landscaped areas should be maintained once a week and inspected monthly by Taylor Morrison of California, LLC or HOA or a professional landscaper. No Protect Slopes and Channels and Provide Energy Dissipation No Loading Docks No Maintenance Bays No Vehicle Wash Areas No Outdoor Processing Areas No Equipment Wash Areas No Fueling Areas No Hillside Landscaping No Wash Water Controls for Food Preparation Areas Treatment Control BMPs Treatment Control BMP - One (1) Katchall Kleenspout Filtration System, 3 Inspections/ Cleanings per Taylor Morrison of California, Yes Model #335 year per manufacturer's LLC or HOA when established specifications starting on or will maintain or hire Page 4of7 Page 5 of 7 near October V (before the rainy season) professionals to manage the Treatment Control BMPs. Treatment Control BMP - Nine (9) Katchall Kleenspout Filtration Systems Taylor Morrison of California, Regular maintenance before, LLC or HOA when established Yes during, and after rainy season. will maintain or hire 1 inspection/cleaning per year professionals to manage the Treatment Control BMPs. Page 5 of 7 Required Permits This section must list any permits required for the implementation, operation, and maintenance of the BMPs. Possible examples are: • No required permits are needed for the implementation, operation, and maintenance of the previously listed BMPs. Forms to Record the BMP Implementation, Maintenance, and Inspection The form that will be used to record the implementation, maintenance, and inspection of the BMPs is attached. Recordkeeping All records must be maintained for at least five (5) years and must be made available for review upon request. Page 6 of 7 RECORD OF BMP IMPLEMENTATION, MAINTENANCE, AND INSPECTION Today's Date: Name of Person Performing Activity: (Printed) Signature: BMP Name Brief Description of Implementation, Maintenance, II (As Shown on O&M Plan) and Inspection Activity Performed Nage 7 or i EXHIBIT C HYDROLOGY & HYDRAULICS STUDY City of Costa Mesa Page C-1 HYDROLOGY & HYDRAULICS STUDY TRACT 17747 1620-1644 Whittier Ave. and 970 16th St. Costa Mesa, California Prepared For: Taylor Morrison Homes 100 Spectrum Center Drive, Suite 1450 Irvine, CA 92618 (949)341-1200 Contact: Yvonne Benschop Prepared By: CONSULTING, INC. 27156 Burbank Foothill Ranch, California 92610 Contact: Dane McDougall, P.E. (949) 916-3800 February 2015 TABLE OF CONTENTS Acknowledgement and Signature Page...................................ii I. Introduction........................................................................ 1 II. Methodology......................................................................1 III. Design Parameters..............................................................2 IV. Conclusion.........................................................................3 V. References........................................................................4 APPENDICES A. Vicinity Map B. Soils Map C. Hydrology Study 1. Pre -Developed Condition i. 100 -Yr Storm Event Study Form ii. 25 -Yr Storm Event Study Form iii. 2 -Yr Storm Event Study Form 2. Post -Developed Condition L 100 -Yr Storm Event Study Form ii. 25 -Yr Storm Event Study Form iii. 2 -Yr Storm Event Study Form D. WSPG for Storm Drain E. Hydrographs for WQMP Exhibits: 1. Existing Hydrology Map 2. Developed Hydrology Map 3. As -Built Plans i Hydrology Study and Hydraulic Analysis For Tract 17747 1620-1644 Whittier Ave. and 970 16th St. Costa Mesa, CA ACKNOWLEDGEMENT AND SIGNATURE PAGE This Hydrology Study prepared by C&V Consulting, Inc. under the supervision of Dane McDougall, P.E. License Dane McDougall, PE 80705 C&V Consulting, Inc. 11 Date INTRODUCTION The proposed project consists of development of 49 three-story residential units and 40 three-story live/work condominium units as part of Tract 17747. The site is currently comprised of a residential home and an aerospace manufacturing facility containing four buildings. In the existing condition, the project site is relatively flat with an overall slope ranging approximately from 1% - 2%. Surface flow is conveyed to an existing concrete gutter which runs north to south along the entirety of the site. Flows are conveyed offsite onto 16th St. where it is collected in an existing catch basin and storm drain system. Underground storm facilities will be proposed for the site and connect to an existing storm drain system located on 16th Street. Storm water runoff in the project's proposed state will surface flow to an onsite catch basins prior to being conveyed to the storm drain. METHODOLOGY / RATIONALE The proposed drainage area was analyzed by utilizing the County of Orange Hydrology Manual. Each drainage area was divided as demonstrated on the Hydrology Map (Exhibit 1). Each area was analyzed for acreage, impervious cover, and time of concentration according to the Rational Method. The flows, expressed in cubic feet per second (cfs), were totaled at points where they will flow over the right-of-way in a major storm event. Off-site flows will be picked up at the northeast corner of the site and flow through a proposed public storm drain that runs through the site. On-site flows will travel through swales and gutters to catch basins that drain to the proposed on-site storm drain system. This storm drain connects to the existing storm drain system located on 16th Street. Changes will not need to be made to the existing line in 16th Street to accommodate the actual flows based on the proposed site plan as existing condition and developed condition flows are nearly identical. DESIGN PARAMETERS 1. The onsite drainage area was analyzed for 2, 25, and 100 -year storm events using Rational Method Analysis per the County of Orange Hydrology Manual. 2. The drainage area is located in Soil Groups D according to Soil Map B of the Hydrology Manual. 3. According to page C-10 of the Orange County Hydrology Manual, the following Antecedent Moisture Conditions (AMC) were used: L 2 -year storm -AMC I ii. 25 -year storm- AMC II iii. 100 -year storm- AMC III 4. The rainfall intensity for all of the storm events varies according to Figure B-3 (page B- 7) of the Hydrology Manual. 5. The proposed development was modeled as "apartments" in the AES software. 6. The proposed drainage condition within the public parkway will match the existing drainage condition of sheet flowing into the gutter. Nuisance flows will be captured and treated as outlined in the proposed WQMP, but major storm events will spill over into the right-of-way eventually draining to existing storm drain pipe. 7. All flows are based on the complete future development of land and roads. 8. The Hydrology Maps attached to the back of this study are made a part of the study. 9. For the hydraulics calculations, the water surface elevation at the connection point was determined from an As -Built plan of the storm drain. CONCLUSIONS The results from this hydrology and hydraulic analysis demonstrate the following: • The drainage design for the Site has been designed to meet the County of Orange Flood Control Standards. The proposed public storm drain system is designed to manage runoff from a 100 - year storm. • The subject proposed development (including both off-site and on-site areas) produces almost identical flows to the existing condition. Therefore, no detention systems or upgrades to existing storm drain facilities are required. 3 2 -Yr 25 -Yr 100 -Yr Total Storm Storm Storm Area Event Event Event (Acres) (CFS) (CFS) (CFS) Existing 26.7 25.73 57.35 73.90 Proposed 26.7 25.68 57.44 74.24 3 REFERENCES 1. County of Orange, "Hydrology Manual" dated January 1999. 2. Advanced Engineering Software (AES) 2013 Vicinity Map \ 17TH ST. l q NEWHALL ST. a Inv 'V 16TH ST. i PROJECT SITE � CJT"Y OF NEWPORT I REACH VICINITY MAP N.T.S. Soils Map Px—Ol10ZV!aSo+F1H oZin,Xain&J 39ZS6\5IZOIIOL d1Y!9osoadu.;!Io41Yu1\s1+�Oay\IP*W\YI'J9\39ZS6\ d Pre -Developed Hydrology Study TW30E100 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) copyright 1983-2013 Advanced Engineering Software (aes) ver. 20.0 Release Date: 06/01/2013 License ID 1580 Analysis prepared by: DESCRIPTION OF STUDY ...................... ....:;� ....;.......... TWHX-030 EXISTING CONDITION 100 YEAR STORM FILE NAME: TWHX30EX.DAT TIME/DATE OF STUDY: 13:33 02/10/2015 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --°TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --- ------------------------------- ------ ----- ------ ------------ --- ------------------------------- ------ ----- ------ ----- ------- 1 18.0 12.0 0.022/0.022/0.020 0.67 2.00 0.0313 0.167 0.0130 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.° *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 107.00 TC = K*[(LENGTH* 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.987 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.432 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.30 0.20 0.250 91 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 3.96 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.96 .. ': i :::................ ': is '. ': �'.: * :: is '........................... '.: i; '.: '................., ............ �• i:'.:; i; :: is '... ': is ':...... '.: is � .......... FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 107.00 DOWNSTREAM NODE ELEVATION(FEET) = 105.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 465.00 V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 Page 1 TW30EI00 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.038 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 6.87 0.20 0.250 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.34 AVERAGE FLOW DEPTH(FEET) = 0.66 FLOOD WIDTH(FEET) = 31.73 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.32 TC(MIN.) = 17.30 SUBAREA AREA(ACRES) = 6.87 SUBAREA RUNOFF(CFS) = 18.47 EFFECTIVE AREA(ACRES) = 8.17 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0,25 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = 21.97 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 40.10 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC) = 1.89 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.30 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 8.17 TOTAL STREAM AREA(ACRES) = 8.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.97 FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 297.00 ELEVATION DATA: UPSTREAM(FEET) = 109.00 DOWNSTREAM(FEET) = 108.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)] *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.258 a 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.347 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.96 0.20 0.100 91 9.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) = 3.74 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 108.00 DOWNSTREAM ELEVATION(FEET) = 105.50 STREET LENGTH(FEET) = 398.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.022 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Page 2 Tw30ElOO Mann-ing's FRICTION FACTOR for Back -of -Walk F1oW Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 16.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.50 STREET FLOW TRAVEL TIME(MIN.) = 2.26 TC(MIN.) = 11.52 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.836 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 3.10 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 10.65 EFFECTIVE AREA(ACRES) = 4.06 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 13.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 695.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.52 RAINFALL INTENSITY(INCH/HR) = 3.84 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.06 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.94 CONFLUENCE DATA STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.97 17.30 3.038 0.20( 0.05) 0.25 8.2 10.00 2 13.94 11.52 3.836 0.20( 0.02) 0.10 4.1 2.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 32.47 11.52 3.836 0.20( 0.04) 0.19 9.5 2.10 2 33.00 17.30 3.038 0.20( 0.04) 0.20 12.2 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.00 TC(MIN.) = 17.30 EFFECTIVE AREA(ACRES) = 12.23 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 105.50 DOWNSTREAM NODE ELEVATION(FEET) = 102.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 190.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.981 Page 3 TW30E100 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.50 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.46 AVERAGE FLOW DEPTH(FEET) = 0.67 FLOOD WIDTH(FEET) = 33.45 1.V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.58 TC(MIN.) = 17.88 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.33 EFFECTIVE AREA(ACRES) = 12.73 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 33.70 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.67 FLOOD WIDTH(FEET) = 33.45 FLOW VELOCITY(FEET/SEC.) = 5.47 DEPTH*VELOCITY(FT*FT/SEC) = 3.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1155.00 FEET. .... ': 3: '...'.: s::r is : '.: i:'r ........................ ......:c a: ': is i:'.................:r ir'..., ..................:r ir'.r ir'.: it i:'.....................:r'.: FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.88 RAINFALL INTENSITY(INCH/HR) = 2.98 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 12.73 TOTAL STREAM AREA(ACRES) = 12.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.70 ..............'.r'.........................................'.rsk'...................:ri:�::i:ir�..........:r it it it it sY �-:r :r .. .r .. .. .. .. .. .. .. .. .. .. :r is FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 106.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.491 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.286 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.01 0.20 0.250 91 9.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) = 3.85 FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 106.00 DOWNSTREAM NODE ELEVATION(FEET) = 103.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00 .1 V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.992 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 1.38 0.20 0.250 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.30 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.84 Page 4 TW30E100 AVERAGE FLOW DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 14.63 V11 GUTTER FLOW TRAVEL TIME(MIN.) = 1.25 TC(MIN.) = 10.74 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 4.90 EFFECTIVE AREA(ACRES) = 2.39 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 8.48 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) = 18.20 FLOW VELOCITY(FEET/SEC.) = 3.81 DEPTH*VELOCITY(FT*FT/SEC) = 1.99 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 550.00 FEET. FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.74 RAINFALL INTENSITY(INCH/HR) = 3.99 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 2.39 TOTAL STREAM AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.48 ** CONFLUENCE DATA ** STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.23 12.10 3.729 0.20( 0.04) 0.18 10.0 2.10 1 33.70 17.88 2.981 0.20( 0.04) 0.20 12.7 10.00 2 8.48 10.74 3.992 0.20( 0.05) 0.25 2.4 3.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 40.08 10.74 3.992 0.20( 0.04) 0.20 11.3 3.10 2 41.14 12.10 3.729 0.20( 0.04) 0.19 12.4 2.10 3 40.01 17.88 2.981 0.20( 0.04) 0.20 15.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.14 TC(MIN.) = 12.10 EFFECTIVE AREA(ACRES) = 12.39 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 15.1 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1155.00 FEET. ..............': i; i; i; s: s::c is '..:::': � is f: '.......................'.: i; is i:'................, ..........'; i::r :'......c ....:: i:'....................:: s: ;'. FLOW PROCESS FROM NODE 10.30 TO NODE 10.40 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 103.00 DOWNSTREAM NODE ELEVATION(FEET) = 100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 289.00 1:V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.559 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 2.38 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 44.93 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.69 AVERAGE FLOW DEPTH(FEET) = 0.76 FLOOD WIDTH(FEET) = 42.44 V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.03 TC(MIN.) = 13.12 SUBAREA AREA(ACRES) = 2.38 SUBAREA RUNOFF(CFS) = 7.58 EFFECTIVE AREA(ACRES) = 14.77 AREA -AVERAGED Fm(INCH/HR) = 0.04 Page 5 TW30E100 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 17.5 PEAK FLOW RATE(CFS) = 46.83 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.77 FLOOD WIDTH(FEET) = 43.17 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY(FT*FT/SEC) = 3.65 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.40 = 1444.00 FEET. .........::r :............................:: is �• it i....r....................................., ..............., it is � ....., it it i....... ,................. FLOW PROCESS FROM NODE 4.10 TO NODE 10.40 IS CODE = 82 ---------------------------------------------------------------------------- »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC, ««< »»>(AND COMPUTE INITIAL SUBAREA RUNOFF)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 268.00 ELEVATION DATA: UPSTREAM(FEET) = 107.40 DOWNSTREAM(FEET) = 107.00 TC = K*E(LENGTHirir 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.455 it 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.022 it 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.054 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SUBAREA TC AND LOSS RATE DATA(AMC III): CN (MIN.) COMMERCIAL D 0.43 0.20 0.100 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 1.02 0.20 0.100 91 10.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.02 INITIAL SUBAREA RUNOFF(CFS) = 3.70 ••ir ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN.) = 13.12 it 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.559 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 3.25 EFFECTIVE AREA(ACRES) = 15.79 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 18.5 PEAK FLOW RATE(CFS) = 50.08 ........ism.iriri...............ir:ti.................................isi;is isiriri::ri...isir�.....r............................................irir FLOW PROCESS FROM NODE 5.10 TO NODE 10.40 IS CODE = 82 ---------------------------------------------------------------------------- »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,««< »»>(AND COMPUTE INITIAL SUBAREA RUNOFF) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 105.90 DOWNSTREAM(FEET) = 101.40 TC = K*E(LENGTHirir 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.242 it 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.022 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.43 0.20 0.100 91 5.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.43 INITIAL SUBAREA RUNOFF(CFS) = 2.32 ~* ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN.) = 13.12 a 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.559 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 1.37 EFFECTIVE AREA(ACRES) = 16.22 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 19.0 PEAK FLOW RATE(CFS) = 51.44 .................................................................... is is '..... it k i.........................................., it is is i, is is i... '.: is '...., FLOW PROCESS FROM NODE 10.40 TO NODE 10.50 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 100.00 DOWNSTREAM NODE ELEVATION(FEET) = 97.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 267.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.428 SUBAREA LOSS RATE DATA(AMC III): Page TW30E100 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.68 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.49 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.01 AVERAGE FLOW DEPTH(FEET) = 0.79 FLOOD WIDTH(FEET) = 44.53 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.89 TC(MIN.) = 14.01 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 2.09 EFFECTIVE AREA(ACRES) = 16.90 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 19.6 PEAK FLOW RATE(CFS) = 51.62 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.78 FLOOD WIDTH(FEET) = 44.16 FLOW VELOCITY(FEET/SEC.) = 5.00 DEPTH*VELOCITY(FT*FT/SEC) = 3.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.50 = 1711.00 FEET. FLOW PROCESS FROM NODE 6.10 TO NODE 10.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN.) = 14.01 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.428 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 4.54 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 4.54 SUBAREA RUNOFF(CFS) = 13.93 EFFECTIVE AREA(ACRES) = 21.44 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 24.2 PEAK FLOW RATE(CFS) = 65.54 PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 65.87 12.66 3.633 0.20( 0.03) 0.15 20.3 3.10 2 65.54 14.01 3.428 0.20( 0.03) 0.15 21.4 2.10 3 60.43 19.81 2.811 0.20( 0.03) 0.17 24.2 10.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 65.87 TC(MIN.) = 12.66 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.15 EFFECTIVE AREA(ACRES) = 20.32 FLOW PROCESS FROM NODE 7.10 TO NODE 10.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN.) = 12.66 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.633 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.26 0.20 0.100 91 PUBLIC PARK D 1.26 0.20 0.850 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.475 SUBAREA AREA(ACRES) = 2.52 SUBAREA RUNOFF(CFS) = 8.03 EFFECTIVE AREA(ACRES) = 22.84 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 26.7 PEAK FLOW RATE(CFS) = 73.90 FLOW PROCESS FROM NODE 10.50 TO NODE 10.60 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 86.82 DOWNSTREAM(FEET) = 81.43 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 29.35 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 Page 7 TW30E100 PIPE-FLOW(CFS) = 73.90 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 12.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.60 = 1751.00 FEET. ------------------------------------------------------------------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 26.7 TC(MIN.) = 12.68 EFFECTIVE AREA(ACRES) = 22.84 AREA -AVERAGED FM(INCH/HR)= 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.189 PEAK FLOW RATE(CFS) = 73.90 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 73.90 12.68 3.630 0.20( 0.04) 0.19 22.8 3.10 2 73.10 14.04 3.425 0.20( 0.04) 0.19 24.0 2.10 3 66.59 19.84 2.809 0.20( 0.04) 0.19 26.7 10.00 ---------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 8 TW30E25 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2013 Advanced Engineering software (aes) ver. 20.0 Release Date: 06/01/2013 License ID 1580 Analysis prepared by: DESCRIPTION OF STUDY ::�;................................ ........ TWHX-030 EXISTING CONDITION 25 YEAR STORM ..............................:: is F ........................ �: �; ::..:: �: s; �• s; ::..., s: i; :: i:::..........:::................. �; �: s; :; �; s: s, s; s; �; .... FILE NAME: TW30E.DAT TIME/DATE OF STUDY: 17:36 02/10/2015 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL` -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED" "ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD" FUSER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --- ------------------------------- ------ ----- ------ ------------ --- ------------------------------- ------ ----- ------ ----- ------- 1 18.0 12.0 0.022/0.022/0.020 0.67 2.00 0.0312 0.167 0.0130 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FTFFT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED i; is i; 'k'.• i; ': '.• :: i; ': i; ':..........'; i; F'....:: is 4: 'c'r F': i: ' ..............................:: s: F F s: s:'.........:<s................................... FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 107.00 TC = KF[(LENGTH** 3.00)/(ELEVATION CHANGE)]FF0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.987 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.695 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.30 0.20 0.250 75 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 3.09 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.09 ....., ': i; ': s;'..... ': is s; F .: F'.• s; s: s:' ............................................. s; s: F F'............................................... '.• F :.... FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 107.00 DOWNSTREAM NODE ELEVATION(FEET) = 105.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 465.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 Page 1 TW30E25 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.380 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 6.87 0.20 0.250 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.26 AVERAGE FLOW DEPTH(FEET) = 0.62 FLOOD WIDTH(FEET) = 28.16 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.43 TC(MIN.) = 17.42 SUBAREA AREA(ACRES) = 6.87 SUBAREA RUNOFF(CFS) = 14.41 EFFECTIVE AREA(ACRES) = 8.17 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = 17.13 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.70 FLOOD WIDTH(FEET) = 35.92 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FTi°FT/SEC) = 1.71 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. is kir'.; ....., is is �'......................... is i; is is is it i...........'.; i; :: i; is '............, ..., is s: is '.........................., it is is i............. FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.42 RAINFALL INTENSITY(INCH/HR) = 2.38 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 8.17 TOTAL STREAM AREA(ACRES) = 8.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.13 ....................................kkki.,....................,kkki.............'.•ki:ki...................kk�-kk.. .: .. .. .. .. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 297.00 ELEVATION DATA: UPSTREAM(FEET) = 109.00 DOWNSTREAM(FEET) = 108.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]i°k0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.258 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.404 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.96 0.20 0.100 75 9.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.92 TOTAL AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) = 2.92 ......................................::kki:kki........................................,kkk..............,..... .. �•k kk.. .. .. .. .. .. .. .. .. .. .. is FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 108.00 DOWNSTREAM ELEVATION(FEET) = 105.50 STREET LENGTH(FEET) = 398.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.022 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Page 2 TW30E25 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 14.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 2.40 TC(MIN.) = 11.66 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.987 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 3.10 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 8.28 EFFECTIVE AREA(ACRES) = 4.06 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 10.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 17.46 FLOW VELOCITY(FEET/SEC.) = 3.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.65 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 695.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.66 RAINFALL INTENSITY(INCH/HR) = 2.99 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.06 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.84 ** CONFLUENCE DATA STREAM Q TC NUMBER (CFS) (MIN.) 1 17.13 17.42 2 10.84 11.66 Intensity Fp(FM) Ap Ae HEADWATER (INCH/HR) (INCH/HR) (ACRES) NODE 2.380 0.20( 0.05) 0.25 8.2 10.00 2.987 0.20( 0.02) 0.10 4.1 2.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.30 11.66 2.987 0.20( 0.04) 0.19 9.5 2.10 2 25.76 17.42 2.380 0.20( 0.04) 0.20 12.2 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.76 TC(MIN.) = 17.42 EFFECTIVE AREA(ACRES) = 12.23 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) 105.50 DOWNSTREAM NODE ELEVATION(FEET) = 102.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 190.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.335 Page 3 TW30E25 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.50 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.26 AVERAGE FLOW DEPTH(FEET) = 0.64 FLOOD WIDTH(FEET) = 29.76 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.60 TC(MIN.) = 18.02 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.04 EFFECTIVE AREA(ACRES) = 12.73 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 26.30 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.64 FLOOD WIDTH(FEET) = 29.76 FLOW VELOCITY(FEET/SEC.) = 5.26 DEPTH*VELOCITY(FT*FT/SEC) = 3.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1155.00 FEET. t: tc t.., t: tc t:• t.., t; t; t. tc tc k tc t: t: tc ?.• tr ?..................... ?c t:• t: tc tc & X ?......................, tr t: to t; ?... ;: ?c?......................, tc tc t:.... FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.02 RAINFALL INTENSITY(INCH/HR) = 2.33 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 12.73 TOTAL STREAM AREA(ACRES) = 12.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.30 FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 106.00 TC = Kte[(LENGTH** 3.00)/(ELEVATION CHANGE)]"*•0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.491 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.356 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.01 0.20 0.250 75 9.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) = 3.01 ...................................... tc tc t................................. t; t; t; ?.........., ....., t; t: a ..., to tc ?c ?c k ?............................... FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION(FEET) = 106.00 DOWNSTREAM NODE ELEVATION(FEET) = 103.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00 11 V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.132 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 1.38 0.20 0.250 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.89 Page 4 TW30E25 AVERAGE FLOW DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = 11.80 11 V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.23 TC(MIN.) = 10.73 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 3.83 EFFECTIVE AREA(ACRES) = 2.39 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 6.63 END OF SUBAREA SIV" GUTTER HYDRAULICS: DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 15.24 FLOW VELOCITY(FEET/SEC.) = 3.83 DEPTH*VELOCITY(FT*FT/SEC) = 1.88 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 550.00 FEET. FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.73 RAINFALL INTENSITY(INCH/HR) = 3.13 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 2.39 TOTAL STREAM AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.63 CONFLUENCE DATA STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.87 12.27 2.903 0.20( 0.04) 0.18 10.0 2.10 1 26.30 18.02 2.335 0.20( 0.04) 0.20 12.7 10.00 2 6.63 10.73 3.132 0.20( 0.05) 0.25 2.4 3.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.06 10.73 3.132 0.20( 0.04) 0.20 11.2 3.10 2 32.01 12.27 2.903 0.20( 0.04) 0.19 12.4 2.10 3 31.21 18.02 2.335 0.20( 0.04) 0.20 15.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.01 TC(MIN.) = 12.27 EFFECTIVE AREA(ACRES) = 12.42 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 15.1 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1155.00 FEET. .........................................::�::r:�.........................�:i;�:�................::tis..:.:........................::�::::::........ FLOW PROCESS FROM NODE 10.30 TO NODE 10.40 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE SIV" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) 103.00 DOWNSTREAM NODE ELEVATION(FEET) = 100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 289.00 SIV" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.768 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 2.38 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.95 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.49 AVERAGE FLOW DEPTH(FEET) = 0.72 FLOOD WIDTH(FEET) = 38.01 SIV" GUTTER FLOW TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 13.34 SUBAREA AREA(ACRES) = 2.38 SUBAREA RUNOFF(CFS) = 5.89 EFFECTIVE AREA(ACRES) = 14.80 AREA -AVERAGED FM(INCH/HR) = 0.04 Page 5 TW30E25 AREA -AVERAGED Fp(INCH/HR) =. 0.20 AREA -AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 17.5 PEAK FLOW RATE(CFS) = 36.39 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.73 FLOOD WIDTH(FEET) = 38.62 FLOW VELOCITY(FEET/SEC.) = 4.53 DEPTH*VELOCITY(FT*FT/SEC) = 3.29 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.40 = 1444.00 FEET. ..i;'.•iri:i; it it s:isisiski...isis�................isi;ici...................i;i;i.........,,............................ .. .. .. .. is it i. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 4.10 TO NODE 10.40 IS CODE = 82 ---------------------------------------------------------------------------- »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC, ««< »»>(AND COMPUTE INITIAL SUBAREA RUNOFF)««< INITIAL SUBAREA FLOW-LENGTH(FEET) = 268.00 ELEVATION DATA: UPSTREAM(FEET) = 107.40 DOWNSTREAM(FEET) = 107.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.455 it 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.177 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 1.02 0.20 0.100 75 10.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.02 INITIAL SUBAREA RUNOFF(CFS) = 2.90 .:ie ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN.) = 13.34 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.768 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 2.52 EFFECTIVE AREA(ACRES) = 15.82 AREA -AVERAGED FMCINCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 18.5 PEAK FLOW RATE(CFS) = 38.91 iei:i.......................................iss:i...............i;i;s:i.................i;i;�................., it is it it it is is .. .. .. .. .. .. ., i; it i. i; is '.. FLOW PROCESS FROM NODE 5.10 TO NODE 10.40 IS CODE = 82 ---------------------------------------------------------------------------- »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC, ««< »»>(AND COMPUTE INITIAL SUBAREA RUNOFF)««< INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 105.90 DOWNSTREAM(FEET) = 101.40 TC = K*•E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.242 it 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.696 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.43 0.20 0.100 75 5.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.43 INITIAL SUBAREA RUNOFF(CFS) = 1.81 ..* ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN.) = 13.34 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.768 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 1.06 EFFECTIVE AREA(ACRES) = 16.25 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 19.0 PEAK FLOW RATE(CFS) = 39.98 ......................isi;::..:rs:s:i:'.::.iri.................'.ri;::i::..... .. .. .. .. .. .. :r it i. .. .. .. .. is i; �•4:'. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ., is is i. .. .. FLOW PROCESS FROM NODE 10.40 TO NODE 10.50 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 100.00 DOWNSTREAM NODE ELEVATION(FEET) = 97.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 267.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.664 SUBAREA LOSS RATE DATA(AMC II): Page 6 TW30E25 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.68 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.76 AVERAGE FLOW DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 39.98 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.93 TC(MIN.) = 14.27 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 1.62 EFFECTIVE AREA(ACRES) = 16.93 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 19.6 PEAK FLOW RATE(CFS) = 40.07 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 39.61 FLOW VELOCITY(FEET/SEC.) = 4.76 DEPTH*VELOCITY(FT*FT/SEC) = 3.51 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.50 = 1711.00 FEET. FLOW PROCESS FROM NODE 6.10 TO NODE 10.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.27 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.664 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 4.54 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 4.54 SUBAREA RUNOFF(CFS) = 10.80 EFFECTIVE AREA(ACRES) = 21.47 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 24.2 PEAK FLOW RATE(CFS) = 50.88 ••* PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 51.12 12.74 2.841 0.20( 0.03) 0.15 20.2 3.10 2 50.88 14.27 2.664 0.20( 0.03) 0.15 21.5 2.10 3 47.10 20.05 2.198 0.20( 0.03) 0.17 24.2 10.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 51.12 TC(MIN.) = 12.74 AREA -AVERAGED Fm(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.15 EFFECTIVE AREA(ACRES) = 20.21 FLOW PROCESS FROM NODE 7.10 TO NODE 10.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) 12.74 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.841 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.26 0.20 0.100 75 PUBLIC PARK D 1.26 0.20 0.850 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.475 SUBAREA AREA(ACRES) = 2.52 SUBAREA RUNOFF(CFS) = 6.23 EFFECTIVE AREA(ACRES) = 22.73 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 26.7 PEAK FLOW RATE(CFS) = 57.35 FLOW PROCESS FROM NODE 10.50 TO NODE 10.60 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 86.82 DOWNSTREAM(FEET) 81.43 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY (FEET/S EC. ) = 27.51 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 Page 7 Page 8 TW30E25 PIPE-FLOW(CFS) = 57.35 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 12.76 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.60 = 1751.00 FEET. ---------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 26.7 TC(MIN.) = 12.76 EFFECTIVE AREA(ACRES) = 22.73 AREA -AVERAGED FM(INCH/HR)= 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.189 PEAK FLOW RATE(CFS) = 57.35 ** PEAK FLOW RATE TABLE a* STREAM Q Tc Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 57.35 12.76 2.838 0.20( 0.04) 0.19 22.7 3.10 2 56.70 14.30 2.661 0.20( 0.04) 0.19 24.0 2.10 3 51.87 20.07 2.197 0.20( 0.04) 0.19 26.7 10.00 ---------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 8 TW30EO2 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2013 Advanced Engineering Software (aes) ver. 20.0 Release Date: 06/01/2013 License ID 1580 Analysis prepared by: DESCRIPTION OF STUDY..................................:�:s. .......... TWHX-030 EXISTING CONDITION 2 YEAR STORM FILE NAME: TW30E.DAT TIME/DATE OF STUDY: 17:37 02/10/2015 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- --'`TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* "USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 18.0 12.0 0.022/0.022/0.020 0.67 2.00 0.0312 0.167 0.0130 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth)* -(Velocity) Constraint = 6.0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.` '`USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 107.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.987 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.254 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.30 0.20 0.250 57 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 1.41 FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) 107.00 DOWNSTREAM NODE ELEVATION(FEET) = 105.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 465.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 Page 1 TW30EO2 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.098 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) MOBILE HOME PARK D 6.87 0.20 0.250 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.12 AVERAGE FLOW DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) = 18.07 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.66 TC(MIN.) = 17.65 SUBAREA AREA(ACRES) = 6.87 SUBAREA RUNOFF(CFS) = 6. EFFECTIVE AREA(ACRES) = 8.17 AREA -AVERAGED FM(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = SCS CN 57 48 0.05 7.70 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.58 FLOOD WIDTH(FEET) = 24.23 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC) = 1.28 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.65 RAINFALL INTENSITY(INCH/HR) = 1.10 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 8.17 TOTAL STREAM AREA(ACRES) = 8.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.70 FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 297.00 ELEVATION DATA: UPSTREAM(FEET) = 109.00 DOWNSTREAM(FEET) = 108.00 TC = K°[(LENGTH** 3.00)/(ELEVATION CHANGE)]*•0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.258 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.589 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.96 0.20 0.100 57 9.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) = 1.36 ...............::c ::..........'.: is i; '.:; i::':........................ '.• s: i; is f: '..:................................................ '.• i; '................. FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 108.00 DOWNSTREAM ELEVATION(FEET) = 105.50 STREET LENGTH(FEET) = 398.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.022 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Page 2 TW30EO2 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 10.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 2.88 TC(MIN.) = 12.14 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.361 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 3.10 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 3.74 EFFECTIVE AREA(ACRES) = 4.06 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 4.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 12.59 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 695.00 FEET. i: :: ................ .... ....................:: i; i; :; sk i; '.....................'.:'.; ': sk i; s: '.................:: i; i::................................. '; is FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.14 RAINFALL INTENSITY(INCH/HR) = 1.36 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.06 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.90 CONFLUENCE DATA STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.70 17.65 1.098 0.20( 0.05) 0.25 8.2 10.00 2 4.90 12.14 1.361 0.20( 0.02) 0.10 4.1 2.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE * STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.53 12.14 1.361 0.20( 0.04) 0.19 9.7 2.10 2 11.64 17.65 1.098 0.20( 0.04) 0.20 12.2 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.64 TC(MIN.) = 17.65 EFFECTIVE AREA(ACRES) = 12.23 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 105.50 DOWNSTREAM NODE ELEVATION(FEET) = 102.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 190.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.075 Page 3 Tw30EO2 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.50 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.88 AVERAGE FLOW DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 19.30 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.65 TC(MIN.) = 18.29 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.47 EFFECTIVE AREA(ACRES) = 12.73 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 11.87 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 19.30 FLOW VELOCITY(FEET/SEC.) = 4.88 DEPTH*VELOCITY(FT*FT/SEC) = 2.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1155.00 FEET. is is i; s: i..c's is i; '... is is '.......................'.; is is i; is s: i........, i; is '.• ic'.r i.........., ...... �• it is is '.............. '.• i; is is i, ic'c is i............; FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------------------------------------------------- _____________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.29 RAINFALL INTENSITY(INCH/HR) = 1.08 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 12.73 TOTAL STREAM AREA(ACRES) = 12.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.87 i; '.c a: i; is � ic'.c s: is is ............................:; i; is is i............. '; i• is :'; is i.........., ..........................., is i; is i..... is i:...........; is FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 106.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.491 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.567 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.01 0.20 0.250 57 9.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) = 1.38 ............................ is i; i; :.'.; is is .. .. .. .. .. .. .. is :i;i;i;'..ici...........isi;ici...............';i;ici........... .. .. .. .. .. .. i; s: i; i. is it i. .. .. FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 106.00 DOWNSTREAM NODE ELEVATION(FEET) = 103.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.462 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 1.38 0.20 0.250 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.92 Page 4 Tw30EO2 AVERAGE FLOW DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 3.00 V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 10.71 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 1.75 EFFECTIVE AREA(ACRES) = 2.39 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 3.04 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.40 FLOOD WIDTH(FEET) = 5.89 FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTHAVELOCITY(FT*FT/SEC) = 1.63 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 550.00 FEET. FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.71 RAINFALL INTENSITY(INCH/HR) = 1.46 AREA -AVERAGED FMCINCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 2.39 TOTAL STREAM AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.04 CONFLUENCE DATA ** STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR (INCH/HR) (ACRES) NODE 1 11.76 12.79 1.320 0.20( 0.04) 0.18 10.2 2.10 1 11.87 18.29 1.075 0.20( 0.04) 0.20 12.7 10.00 2 3.04 10.71 1.462 0.20( 0.05) 0.25 2.4 3.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.97 10.71 1.462 0.20( 0.04) 0.20 10.9 3.10 2 14.49 12.79 1.320 0.20( 0.04) 0.20 12.6 2.10 3 14.07 18.29 1.075 0.20( 0.04) 0.20 15.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.49 TC(MIN.) = 12.79 EFFECTIVE AREA(ACRES) = 12.57 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 15.1 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1155.00 FEET. .......................................... �• �: �; � ........................ �• �::.................:; s; �:1.......................:: s: is �;1................. FLOW PROCESS FROM NODE 10.30 TO NODE 10.40 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 103.00 DOWNSTREAM NODE ELEVATION(FEET) = 100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 289.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.254 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 2.38 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.82 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.99 AVERAGE FLOW DEPTH(FEET) = 0.60 FLOOD WIDTH(FEET) = 26.07 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.21 TC(MIN.) = 14.00 SUBAREA AREA(ACRES) = 2.38 SUBAREA RUNOFF(CFS) = 2.64 EFFECTIVE AREA(ACRES) = 14.95 AREA -AVERAGED FM(INCH/HR) = 0.04 Page 5 TW30EO2 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 17.5 PEAK FLOW RATE(CFS) = 16.38 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.61 FLOOD WIDTH(FEET) = 26.56 FLOW VELOCITY(FEET/SEC.) = 4.00 DEPTH"VELOCITY(FT*FT/SEC) = 2.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.40 = 1444.00 FEET. FLOW PROCESS FROM NODE 4.10 TO NODE 10.40 IS CODE = 82 ---------------------------------------------------------------------------- »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC, ««< »»>(AND COMPUTE INITIAL SUBAREA RUNOFF)««< INITIAL SUBAREA FLOW-LENGTH(FEET) = 268.00 ELEVATION DATA: UPSTREAM(FEET) = 107.40 DOWNSTREAM(FEET) = 107.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.455 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.482 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 1.02 0.20 0.100 57 10.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.02 INITIAL SUBAREA RUNOFF(CFS) = 1.34 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN.) = 14.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.254 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 1.13 EFFECTIVE AREA(ACRES) = 15.97 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 18.5 PEAK FLOW RATE(CFS) = 17.51 FLOW PROCESS FROM NODE 5.10 TO NODE 10.40 IS CODE = ---------------------------------------------------------------------------- 82 »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,««< »»>(AND COMPUTE INITIAL SUBAREA RUNOFF)««< INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 ELEVATION DATA: UPSTREAM(FEET) = 105.90 DOWNSTREAM(FEET) = 101.40 TC = K'°[(LENGTH** 3.00)/(ELEVATION CHANGE)]*•*0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.242 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.203 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.43 0.20 0.100 57 5.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.43 INITIAL SUBAREA RUNOFF(CFS) = 0.84 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN.) = 14.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.254 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 0.48 EFFECTIVE AREA(ACRES) = 16.40 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 19.0 PEAK FLOW RATE(CFS) = 17.99 FLOW PROCESS FROM NODE 10.40 TO NODE 10.50 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 100.00 DOWNSTREAM NODE ELEVATION(FEET) = 97.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 267.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.202 SUBAREA LOSS RATE DATA(AMC I ): Page 6 TW30EO2 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.68 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.21 AVERAGE FLOW DEPTH(FEET) = 0.62 FLOOD WIDTH(FEET) = 27.55 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 15.06 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 0.72 EFFECTIVE AREA(ACRES) = 17.08 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 19.6 PEAK FLOW RATE(CFS) = 17.99 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.61 FLOOD WIDTH(FEET) = 27.30 FLOW VELOCITY(FEET/SEC.) = 4.19 DEPTH°VELOCITY(FT*FT/SEC) = 2.57 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.50 = 1711.00 FEET. FLOW PROCESS FROM NODE 6.10 TO NODE 10.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN.) = 15.06 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.202 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 4.54 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 4.54 SUBAREA RUNOFF(CFS) = 4.83 EFFECTIVE AREA(ACRES) = 21.62 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 24.2 PEAK FLOW RATE(CFS) = 22.79 * PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 22.97 12.98 1.309 0.20( 0.03) 0.15 20.0 3.10 2 22.79 15.06 1.202 0.20( 0.03) 0.16 21.6 2.10 3 21.14 20.57 1.005 0.20( 0.03) 0.17 24.2 10.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 22.97 TC(MIN.) = 12.98 AREA -AVERAGED FM(INCH/HR) = 0.03 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.15 EFFECTIVE AREA(ACRES) = 19.97 FLOW PROCESS FROM NODE 7.10 TO NODE 10.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN.) = 12.98 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.309 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.26 0.20 0.100 57 PUBLIC PARK D 1.26 0.20 0.850 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.475 SUBAREA AREA(ACRES) = 2.52 SUBAREA RUNOFF(CFS) = 2.75 EFFECTIVE AREA(ACRES) = 22.49 AREA -AVERAGED FMCINCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 26.7 PEAK FLOW RATE(CFS) = 25.73 FLOW PROCESS FROM NODE 10.50 TO NODE 10.60 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 86.82 DOWNSTREAM(FEET) = 81.43 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 8.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.05 Page Page 8 TW30E02 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.73 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 13.01 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.60 = 1751.00 FEET. ---------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 26.7 TC(MIN.) = 13.01 EFFECTIVE AREA(ACRES) = 22.49 AREA -AVERAGED FM(INCH/HR)= 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.189 PEAK FLOW RATE(CFS) = 25.73 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.73 13.01 1.307 0.20( 0.04) 0.19 22.5 3.10 2 25.30 15.09 1.201 0.20( 0.04) 0.19 24.1 2.10 3 23.21 20.60 1.004 0.20( 0.04) 0.19 26.7 10.00 - ----- ----------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 8 Post -Developed Hydrology Study TW30P100 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2013 Advanced Engineering software (aes) ver. 20.0 Release Date: 06/01/2013 License ID 1580 Analysis prepared by: DESCRIPTION OF STUDY TWHX-030 PROPOSED CONDITION 100 YEAR STORM FILE NAME: TW30P.DAT TIME/DATE OF STUDY: 16:12 02/10/2015 --------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD' ''USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL' HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 18.0 12.0 0.022/0.022/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*'(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.° "USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 107.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]'°*0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.987 x 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.432 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.30 0.20 0.250 91 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 3.96 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.96 FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 107.00 DOWNSTREAM NODE ELEVATION(FEET) = 105.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 465.00 V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 Page 1 TW30P100 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.038 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 6.87 0.20 0.250 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.34 AVERAGE FLOW DEPTH(FEET) = 0.66 FLOOD WIDTH(FEET) = 31.73 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.32 TC(MIN.) = 17.30 SUBAREA AREA(ACRES) = 6.87 SUBAREA RUNOFF(CFS) = 18.47 EFFECTIVE AREA(ACRES) = 8.17 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = 21.97 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 40.10 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC) = 1.89 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.30 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 8.17 TOTAL STREAM AREA(ACRES) = 8.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.97 FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 297.00 - ELEVATION DATA: UPSTREAM(FEET) = 109.00 DOWNSTREAM(FEET) = 108.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.258 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.347 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.96 0.20 0.100 91 9.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) = 3.74 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 108.00 DOWNSTREAM ELEVATION(FEET) = 105.50 STREET LENGTH(FEET) = 398.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.022 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow section(curb-to-curb) = 0.0150 Page 2 TW30P100 Manning's FRICTION FACTOR for Back -of -Walk F1oW Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 17.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 2.53 TC(MIN.) = 11.79 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.785 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 3.10 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 10.51 EFFECTIVE AREA(ACRES) = 4.06 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 13.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 695.00 FEET. ......'.: is i.....:::e :.................:: ic'c'.................. '.: s:'. 'r'..::e'.......::'.; :.: �'.c ............:: ':'..................:: s: is '.'.c is'......... FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.79 RAINFALL INTENSITY(INCH/HR) = 3.79 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.06 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.76 CONFLUENCE DATA ** STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.97 17.30 3.038 0.20( 0.05) 0.25 8.2 10.00 2 13.76 11.79 3.785 0.20( 0.02) 0.10 4.1 2.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 32.47 11.79 3.785 0.20( 0.04) 0.19 9.6 2.10 2 33.00 17.30 3.038 0.20( 0.04) 0.20 12.2 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.00 TC(MIN.) = 17.30 EFFECTIVE AREA(ACRES) = 12.23 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.21 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) 97.32 DOWNSTREAM(FEET) 96.50 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.86 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.00 PIPE TRAVEL TIME(MIN.) = 0.39 TC(MIN.) = 17.69 Page 3 TW30P100 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.21 = 1125.00 FEET. FLOW PROCESS FROM NODE 10.21 TO NODE 10.21 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.69 RAINFALL INTENSITY(INCH/HR) = 3.00 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 12.23 TOTAL STREAM AREA(ACRES) = 12.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.00 FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 106.00 TC = K*[(LENGTH* 3.00)/(ELEVATION CHANGE)] *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.491 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.286 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.01 0.20 0.250 91 9.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) = 3.85 FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 106.00 DOWNSTREAM NODE ELEVATION(FEET) = 103.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.992 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 1.38 0.20 0.250 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.30 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.84 AVERAGE FLOW DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 14.63 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.25 TC(MIN.) = 10.74 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 4.90 EFFECTIVE AREA(ACRES) = 2.39 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 8.48 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) = 18.20 FLOW VELOCITY(FEET/SEC.) = 3.81 DEPTH*VELOCITY(FT*FT/SEC) = 1.99 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 550.00 FEET. FLOW PROCESS FROM NODE 10.21 TO NODE 10.21 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------- ---------------------- Page 4 TW30P100 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.74 RAINFALL INTENSITY(INCH/HR) = 3.99 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 2.39 TOTAL STREAM AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.48 .. *• CONFLUENCE DATA ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 32.47 12.18 3.716 0.20( 0.04) 0.19 9.6 2.10 1 33.00 17.69 2.999 0.20( 0.04) 0.20 12.2 10.00 2 8.48 10.74 3.992 0.20( 0.05) 0.25 2.4 3.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.28 10.74 3.992 0.20( 0.04) 0.20 10.9 3.10 2 40.35 12.18 3.716 0.20( 0.04) 0.20 12.0 2.10 3 39.34 17.69 2.999 0.20( 0.04) 0.21 14.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.35 TC(MIN.) = 12.18 EFFECTIVE AREA(ACRES) = 12.02 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 14.6 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.21 = 1125.00 FEET. .................... .. .. :rte:. .. :'r it :'r .. .. .. .. .. .. �•ir st•ir ir�..............:r sY�:..........,'.r:rs:'.................:'r it sY'r .. .. .. .. .. .. .. .. :r it :. .. .. FLOW PROCESS FROM NODE 10.21 TO NODE 10.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 96.50 DOWNSTREAM(FEET) = 95.62 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.4 INCHES PIPE -FLOW VELOCITY (FEET/S EC. ) = 10.79 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.35 PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 12.27 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1185.00 FEET. .................... ..............:: � '.................:: ir'..................:r s: '.•'s'r ir'..., .... '.: it ir'.................:r it :......................... FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.27 RAINFALL INTENSITY(INCH/HR) = 3.70 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 12.02 TOTAL STREAM AREA(ACRES) = 14.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.35 .... ir'.::.': � :r :r' .........................'.• a: '...................'r is '................:: ir'................... ir'...................................... FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) _ - 251.00 ELEVATION DATA: UPSTREAM(FEET) = 108.20 DOWNSTREAM(FEET) = 105.50 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.313 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.976 Page 5 TW30P100 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS D 0.68 0.20 0.200 91 7.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 3.02 k i ................. .................... is is is ..........., i; '.• is is is is i................; ic'................, i; i; is is :.............., is is i............... FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 103.50 DOWNSTREAM(FEET) = 101.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.02 PIPE TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 7.73 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 401.00 FEET. i; i; i; i; is is i; ...; ic's'.; i; '; is it is .............; 's � ....................., is is i.........., i; i; i; i::':..................., i; is '..................... '.•'.: '. FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 7.73 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.819 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.64 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.75 EFFECTIVE AREA(ACRES) = 1.32 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 5.68 ....., i.• i; i; is is '...': is i ........................................... is i; i; is s: is i......... ': � is is i.................., is is '................... '; i; i; is i. FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA UPSTREAM(FEET) = 101.00 DOWNSTREAM(FEET) 99.00 FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.68 PIPE TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 8.04 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.40 = 529.00 FEET. ..................................'.;i;isi;'...................,i;is':is�..........., i; i; i; s: '.. .. .. .. .. .. '.•i; is s: :........ .. .. .. '; is i; i. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 8.04 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.712 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.52 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 2.19 EFFECTIVE AREA(ACRES) = 1.84 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 7.74 Page 6 TW30P100 FLOW PROCESS FROM NODE 4.40 TO NODE 10.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 95.62 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.74 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.12 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 10.30 = 584.00 FEET. FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------ ---------------___________ --------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.12 RAINFALL INTENSITY(INCH/HR) = 4.69 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 1.84 TOTAL STREAM AREA(ACRES) = 1.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.74 CONFLUENCE DATA ?:sr STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.28 10.83 3.973 0.20( 0.04) 0.20 10.9 3.10 1 40.35 12.27 3.699 0.20( 0.04) 0.20 12.0 2.10 1 39.34 17.79 2.990 0.20( 0.04) 0.21 14.6 10.00 2 7.74 8.12 4.687 0.20( 0.04) 0.20 1.8 4.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 42.51 8.12 4.687 0.20( 0.04) 0.20 10.0 4.10 2 45.82 10.83 3.973 0.20( 0.04) 0.20 12.7 3.10 3 46.44 12.27 3.699 0.20( 0.04) 0.20 13.9 2.10 4 44.25 17.79 2.990 0.20( 0.04) 0.21 16.5 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.44 TC(MIN.) = 12.27 EFFECTIVE AREA(ACRES) = 13.86 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1185.00 FEET. :: is '.• ?: ?c ?r � ......., .. ?: ?: �•?: ir'.: is ?....... '.: ?: � '.............................. ?.• ?r it ?......... ?: ?: ?............... ?c ?:'.: ?: ?......................... FLOW PROCESS FROM NODE 10.30 TO NODE 10.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 95.62 DOWNSTREAM(FEET) 93.97 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.98 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.44 PIPE TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 12.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.40 = 1305.00 FEET. FLOW PROCESS FROM NODE 10.40 TO NODE 10.40 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------------------- - - -------------------- Page 7 TW30P100 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.45 RAINFALL INTENSITY(INCH/HR) = 3.67 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 13.86 TOTAL STREAM AREA(ACRES) = 16.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.44 .... it it i ........... .......... '.• ?r?......... ?r?r � ...........r ........................ ?: ?r it ?......, ..., is it?....... it ir'............ ?r it i......, .......c FLOW PROCESS FROM NODE 10.35 TO NODE 10.40 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 ELEVATION DATA: UPSTREAM(FEET) = 105.60 DOWNSTREAM(FEET) = 104.80 TC = K?r[(LENGTH?r*• 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.734 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.494 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS D 0.31 0.20 0.200 91 8.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 1.24 i;i;iri;?c..........?r?ri;?. it ir......?r'.•ir is �...... '.•i; i. .. .. .. .. it ?r it i. .. .. .. .. ir?c:';..,.....?r it i.......?r is it i..... .. .. .. 'c?r s: i. .. .. ?r s: ?r i. .. .. FLOW PROCESS FROM NODE 10.40 TO NODE 10.40 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 4.49 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 0.31 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.24 "?r CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 42.51 8.31 4.626 0.20( 0.04) 0.20 10.0 4.10 1 45.82 11.02 3.935 0.20( 0.04) 0.20 12.7 3.10 1 46.44 12.45 3.668 0.20( 0.04) 0.20 13.9 2.10 1 44.25 17.97 2.972 0.20( 0.04) 0.21 16.5 10.00 2 1.24 8.73 4.494 0.20( 0.04) 0.20 0.3 10.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 43.73 8.31 4.626 0.20( 0.04) 0.20 10.3 4.10 2 44.28 8.73 4.494 0.20( 0.04) 0.20 10.7 10.35 3 46.91 11.02 3.935 0.20( 0.04) 0.20 13.0 3.10 4 47.46 12.45 3.668 0.20( 0.04) 0.20 14.2 2.10 5 45.07 17.97 2.972 0.20( 0.04) 0.21 16.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.46 TC(MIN.) = 12.45 EFFECTIVE AREA(ACRES) = 14.17 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 16.8 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.40 = 1305.00 FEET. Page 8 TW30P100 FLOW PROCESS FROM NODE 10.40 TO NODE 10.50 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 93.97 DOWNSTREAM(FEET) = 92.73 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.98 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.46 PIPE TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 12.64 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.50 = 1419.00 FEET. ..............ici;�........i;:ci.........�•i;i.......i;isi;i.,...i;i;i.......i;ici.........i;isi.................isi.•�..........�•i:i:i:......ici:i.ic FLOW PROCESS FROM NODE 10.50 TO NODE 10.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 12.64 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.637 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.53 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 1.72 EFFECTIVE AREA(ACRES) = 14.70 AREA -AVERAGED FMCINCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 17.3 PEAK FLOW RATE(CFS) = 47.57 ............isi;::......isi;isi.....................�i:i:......�•isi:......i;i;::.......;i;i.........�•iso....ici:�........i;�;ic::i.......i;i:i;i FLOW PROCESS FROM NODE 10.50 TO NODE 10.60 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 92.53 DOWNSTREAM(FEET) 92.28 FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.57 PIPE TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 12.96 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.60 = 1527.00 FEET. ..........icxi;i:..,.......isi;�......�i;xi:......ict::......�•i;�......::isis�......isisi.....ici:ici.....i;i;i.........�•i; :........�•i:i::;.. FLOW PROCESS FROM NODE 10.60 TO NODE 10.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 12.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.585 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.55 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.75 EFFECTIVE AREA(ACRES) = 15.25 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 17.8 PEAK FLOW RATE(CFS) = 48.64 ........isi;i:......i;isisi.......ici:�..................i;i;i:�......ici;isi::........;.....,..ici:i:................................................ FLOW PROCESS FROM NODE 10.60 TO NODE 10.70 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 92.28 DOWNSTREAM(FEET) = 90.68 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.77 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.64 PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 13.23 Page 9 Tw30P100 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.70 = 1682.00 FEET. .... ?: ?: ?. ?r ?r ., i; it?. ?: it i ..................... is s: ?........, is ?: i.........................., .. ,............... ?: ?r'............ ?: i; ?............. '.• ?; FLOW PROCESS FROM NODE 10.70 TO NODE 10.70 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.23 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.544 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.25 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.79 EFFECTIVE AREA(ACRES) = 15.50 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 18.1 PEAK FLOW RATE(CFS) = 48.86 .................... .. ?r ?r ?r i.........., is it i........... is?; ?r i....... ?: ?: ?r ?....................... ,, is it it?............................. ?: it i........r FLOW PROCESS FROM NODE 10.70 TO NODE 10.80 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 90.68 DOWNSTREAM(FEET) 88.00 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.13 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.86 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 13.26 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.80 = 1726.00 FEET. i; i; it?c :: .......... ...... ?: is it i............, i.•?r'.........'.• it ?.........:: ?: ?............. ?; i; ?......, i; s: ?c � ?........... ?r ?r ?r .......... i; is ?..... ,. FLOW PROCESS FROM NODE 10.80 TO NODE 10.80 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.26 ?; 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.538 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.62 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 1.95 EFFECTIVE AREA(ACRES) = 16.12 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 18.7 PEAK FLOW RATE(CFS) = 50.73 ., ?r k � ........., i; ?; ': ?: it ?: ' ............ �• it?......... ?: is ?........, is ?: 's i......... '.• � i; ?r :':.................... i; ?: ?............. i; it ?: ?......... FLOW PROCESS FROM NODE 10.80 TO NODE 10.80 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.26 it 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.538 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.73 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 2.30 EFFECTIVE AREA(ACRES) = 16.85 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 19.4 PEAK FLOW RATE(CFS) = 53.03 i; '.: it it .....: ?r ?r ?r ?......... is i; i. ?.• ?; ?r ?........, i; i; ?......................... it ?: s: ?:....., ., it ?. ?: it i......................................... ?: ?r FLOW PROCESS FROM NODE 10.80 TO NODE 10.80 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.26 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.538 Page 10 Tw30P100 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" D 0.26 0.20 0.500 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.80 EFFECTIVE AREA(ACRES) = 17.11 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 19.7 PEAK FLOW RATE(CFS) = 53.83 FLOW PROCESS FROM NODE 10.80 TO NODE 10.90 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 86.29 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY (FE ET/S EC. ) = 18.48 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.83 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 13.29 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.90 = 1760.00 FEET. FLOW PROCESS FROM NODE 10.90 TO NODE 10.90 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.29 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.533 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.55 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.73 EFFECTIVE AREA(ACRES) = 17.66 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 20.3 PEAK FLOW RATE(CFS) = 55.49 FLOW PROCESS FROM NODE 10.90 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 86.09 DOWNSTREAM(FEET) = 85.59 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.89 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.49 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 13.49 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 1853.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.49 RAINFALL INTENSITY(INCH/HR) = 3.50 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 17.66 TOTAL STREAM AREA(ACRES) = 20.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 55.49 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 Page 11 TW30P100 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 263.00 ELEVATION DATA: UPSTREAM(FEET) = 106.00 DOWNSTREAM(FEET) = 101.00 TC = K*•E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.238 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.451 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.61 0.20 0.100 91 6.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 2.98 FLOW PROCESS FROM NODE 6.20 TO NODE 11.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 101.00 DOWNSTREAM ELEVATION(FEET) = 95.00 STREET LENGTH(FEET) = 392.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.022 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 16.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.98 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 2.05 STREET FLOW TRAVEL TIME(MIN.) = 1.64 TC(MIN.) = 7.88 a 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.768 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 4.47 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 4.47 SUBAREA RUNOFF(CFS) = 19.10 EFFECTIVE AREA(ACRES) = 5.08 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 21.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.21 DEPTH*VELOCITY(FT*FT/SEC.) = 2.32 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 11.00 = 655.00 FEET. �: � s....... �; � s. �: s; .; ......:; s; �: i ::: ................:::: s: � ...... �: s: �.......:: � �: �:......:: is s................................................... FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.88 RAINFALL INTENSITY(INCH/HR) = 4.77 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.08 TOTAL STREAM AREA(ACRES) = 5.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.71 Page 12 Tw30P100 FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 119.00 ELEVATION DATA: UPSTREAM(FEET) = 107.20 DOWNSTREAM(FEET) = 107.00 TC = K"E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.724 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.797 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK D 0.14 0.20 0.850 91 11.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.46 FLOW PROCESS FROM NODE 7.20 TO NODE 11.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 95.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 536.00 CHANNEL SLOPE = 0.0224 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = 0.250 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.585 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK D 1.22 0.20 0.850 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.32 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.21 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 42.15 TC(MIN.) = 53.88 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 1.55 EFFECTIVE AREA(ACRES) = 1.36 AREA -AVERAGED FM(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 1.73 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 0.23 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 11.00 = 655.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 53.88 RAINFALL INTENSITY(INCH/HR) = 1.58 AREA -AVERAGED FMCINCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 1.36 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.73 CONFLUENCE DATA STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 53.70 9.36 4.319 0.20( 0.04) 0.21 13.8 4.10 1 54.00 9.79 4.210 0.20( 0.04) 0.21 14.2 10.35 1 55.47 12.06 3.736 0.20( 0.04) 0.21 16.5 3.10 1 55.49 13.49 3.503 0.20( 0.04) 0.20 17.7 2.10 1 52.00 19.03 2.877 0.20( 0.04) 0.21 20.3 10.00 2 21.71 7.88 4.768 0.20( 0.02) 0.10 5.1 6.10 3 1.73 53.88 1.585 0.20( 0.17) 0.85 1.4 7.10 Page 13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 74.24 TC(MIN.) = 9.36 TW30P100 19.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO = 0.20 AREA -AVERAGED CONFLUENCE FORMULA USED FOR 3 STREAMS. 26.7 ** PEAK FLOW RATE TABLE ** TOTAL AREA(ACRES) = 26.7 STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 72.46 7.88 4.768 0.20( 0.04) 0.18 16.9 6.10 2 74.24 9.36 4.319 0.20( 0.04) 0.19 19.1 4.10 3 74.05 9.79 4.210 0.20( 0.04) 0.19 19.6 10.35 4 73.44 12.06 3.736 0.20( 0.04) 0.19 21.9 3.10 5 72.44 13.49 3.503 0.20( 0.04) 0.19 23.1 2.10 6 66.23 19.03 2.877 0.20( 0.04) 0.20 25.8 10.00 7 37.18 53.88 1.585 0.20( 0.04) 0.22 26.7 7.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 74.24 TC(MIN.) = 9.36 EFFECTIVE AREA(ACRES) = 19.09 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 26.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 1853.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 26.7 TC(MIN.) = 9.36 EFFECTIVE AREA(ACRES) = 19.09 AREA -AVERAGED FM(INCH/HR)= 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.186 PEAK FLOW RATE(CFS) = 74.24 ** PEAK FLOW RATE TABLE * STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 72.46 7.88 4.768 0.20( 0.04) 0.18 16.9 6.10 2 74.24 9.36 4.319 0.20( 0.04) 0.19 19.1 4.10 3 74.05 9.79 4.210 0.20( 0.04) 0.19 19.6 10.35 4 73.44 12.06 3.736 0.20( 0.04) 0.19 21.9 3.10 5 72.44 13.49 3.503 0.20( 0.04) 0.19 23.1 2.10 6 66.23 19.03 2.877 0.20( 0.04) 0.20 25.8 10.00 7 37.18 53.88 1.585 0.20( 0.04) 0.22 26.7 7.10 - END OF RATIONAL METHOD ANALYSIS --------- Page 14 TW30P25 ..........................................::�::...........................................::�:�............................,..........�:x:3:1........... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2013 Advanced Engineering Software (aes) ver. 20.0 Release Date: 06/01/2013 License ID 1580 Analysis prepared by: s: :..................:........ :: �: ............ DESCRIPTION OF STUDY ....:: ................... ; e:.....:: i::....... TWHX-030 PROPOSED CONDITION 25 YEAR STORM ............:: t s.........:; �: s........, a t::....:; �; �.............................:: s: �..... �; :r i:::...... �: a:::...... �: �::.......:: t: �.....:; �: is FILE NAME: TW30P.DAT TIME/DATE OF STUDY: 17:33 02/10/2015 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL• -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 'DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* ''USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 18.0 12.0 0.022/0.022/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(velocity) Constraint = 6.0 (FT*FT/S) "SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.° ''USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 107.00 TC = K*[(LENGTH*•* 3.00)/(ELEVATION CHANGE)] *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.987 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.695 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.30 0.20 0.250 75 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 3.09 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.09 FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 107.00 DOWNSTREAM NODE ELEVATION(FEET) = 105.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 465.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 Page 1 TW30P25 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 11 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.380 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 6.87 0.20 0.250 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.26 AVERAGE FLOW DEPTH(FEET) = 0.62 FLOOD WIDTH(FEET) = 28.16 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.43 TC(MIN.) = 17.42 SUBAREA AREA(ACRES) = 6.87 SUBAREA RUNOFF(CFS) = 14.41 EFFECTIVE AREA(ACRES) = 8.17 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = 17.13 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.70 FLOOD WIDTH(FEET) = 35.92 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC) = 1.71 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.42 RAINFALL INTENSITY(INCH/HR) = 2.38 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 8.17 TOTAL STREAM AREA(ACRES) = 8.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.13 i; i; :'r'.: is � .............. .......... �• i; i; s: '............... ': k Y:................:: is s: ':........:: i.• is �'..................... ': is 'r ........ '; i; ': i::. FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 297.00 ELEVATION DATA: UPSTREAM(FEET) = 109.00 DOWNSTREAM(FEET) = 108.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.258 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.404 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.96 0.20 0.100 75 9.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.92 TOTAL AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) = 2.92 s: ::rit'.•its........................:r4;'.r'.............'.•ks:':t,'...............::is::is'.......'.r'.rit:............... .. .. .. ': is is ?. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 108.00 DOWNSTREAM ELEVATION(FEET) = 105.50 STREET LENGTH(FEET) = 398.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.022 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Page 2 TW30P25 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 15.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 2.69 TC(MIN.) = 11.94 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.947 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 3.10 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 8.17 EFFECTIVE AREA(ACRES) = 4.06 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 10.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.70 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 695.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.94 RAINFALL INTENSITY(INCH/HR) = 2.95 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.06 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.69 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.13 17.42 2.380 0.20( 0.05) 0.25 8.2 10.00 2 10.69 11.94 2.947 0.20( 0.02) 0.10 4.1 2.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.30 11.94 2.947 0.20( 0.04) 0.19 9.7 2.10 2 25.76 17.42 2.380 0.20( 0.04) 0.20 12.2 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.76 TC(MIN.) = 17.42 EFFECTIVE AREA(ACRES) = 12.23 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.21 IS CODE = „ 31✓ " ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) = 97.32 DOWNSTREAM(FEET) = 96.50 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.44 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.76 PIPE TRAVEL TIME(MIN.) = 0.41 TC(MIN.) = 17.83 Page 3 TW30P25 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.21 = 1125.00 FEET. FLOW PROCESS FROM NODE 10.21 TO NODE 10.21 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.83 RAINFALL INTENSITY(INCH/HR) = 2.35 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 12.23 TOTAL STREAM AREA(ACRES) = 12.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.76 ......:c � � '<3<' .......................:: is t:......:: '.: k'..... ': is � � ........ '.• is '........, :: i<'....................................... ........ FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 106.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.491 ;; 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.356 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.01 0.20 0.250 75 9.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) = 3.01 FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 106.00 DOWNSTREAM NODE ELEVATION(FEET) = 103.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.132 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 1.38 0.20 0.250 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.89 AVERAGE FLOW DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = 11.80 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.23 TC(MIN.) = 10.73 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 3.83 EFFECTIVE AREA(ACRES) = 2.39 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 6.63 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 15.24 FLOW VELOCITY(FEET/SEC.) = 3.83 DEPTH*VELOCITY(FT*FT/SEC) = 1.88 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 550.00 FEET. FLOW PROCESS FROM NODE 10.21 TO NODE 10.21 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------------------------------- Page 4 TOTAL NUMBER OF STREAMS = 2 TW30P25 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.73 RAINFALL INTENSITY(INCH/HR) = 3.13 AREA -AVERAGED FM(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 2.39 TOTAL STREAM AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.63 CONFLUENCE DATA `°* STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.30 12.36 2.890 0.20( 0.04) 0.19 9.7 2.10 1 25.76 17.83 2.349 0.20( 0.04) 0.20 12.2 10.00 2 6.63 10.73 3.132 0.20( 0.05) 0.25 2.4 3.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.44 10.73 3.132 0.20( 0.04) 0.20 10.8 3.10 2 31.41 12.36 2.890 0.20( 0.04) 0.20 12.1 2.10 3 30.70 17.83 2.349 0.20( 0.04) 0.21 14.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.41 TC(MIN.) = 12.36 EFFECTIVE AREA(ACRES) = 12.05 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 14.6 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.21 = 1125.00 FEET. FLOW PROCESS FROM NODE 10.21 TO NODE 10.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------- ELEVATION DATA: UPSTREAM(FEET) 96.50 DOWNSTREAM(FEET) = 95.62 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.10 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.41 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 12.46 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1185.00 FEET. ..�.... ... .�. .�. ....�.... ........�...........�.�..�._1..a.....:�:::::;;�:s:;.:a �.....�.�....�.� a ......... FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.46 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 12.05 TOTAL STREAM AREA(ACRES) = 14.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.41 FLOW PROCESS FROM NODE 4.10 TO NODE 4.20✓IS+CODE '=„ 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 251.00 ELEVATION DATA: UPSTREAM(FEET) = 108.20 DOWNSTREAM(FEET) = 105.50 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]*•'°0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.313 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.890 Page TW30P25 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS D 0.68 0.20 0.200 75 7.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.36 ................f;iri..................................r............ fr it i...................,...............::f:i..... it ic..f; it '. .. fr is i. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 103.50 DOWNSTREAM(FEET) = 101.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.36 PIPE TRAVEL TIME(MIN.) = 0.45 TC(MIN.) = 7.76 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 401.00 FEET. fr it f......, fr � is ., fc'.....'.; f; fr i.., f; t• f........... '.; f: f...., fr fr'.... a f: :: .................. fr is i... fr it i.........., f; fr i..... fc i.... ......... '; ft itf FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE _ �81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 7.76 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.760 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.64 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.14 EFFECTIVE AREA(ACRES) = 1.32 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.42 FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 31 '✓ ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) 101.00 DOWNSTREAM(FEET) = 99.00 FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.44 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.42 PIPE TRAVEL TIME(MIN.) = 0.33 TC(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.40 = 529.00 FEET. .e...... fr it i......r'.rf.....fri:'............ fr fr �..f.•fr ic....f;fri...........'.r it i... fr fc i;..fr:ri.........fcf;fri..... .. .. .. .. .. .. .. .. .. .. .. .. afr i. .. FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 8.09 fr 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.673 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.52 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.70 EFFECTIVE AREA(ACRES) = 1.84 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 6.02 .................:fci...f;f;f....................... fr it i......................................,.......................... .. ., f: it i. .. .. .. .. .. fr fr i. .. .. Page 6 TW3OP25 FLOW PROCESS FROM NODE 4.40 TO NODE 10.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA UPSTREAM(FEET) 99.00 DOWNSTREAM(FEET) = 95.62 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.02 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 8.17 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 10.30 = 584.00 FEET. FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.17 RAINFALL INTENSITY(INCH/HR) = 3.65 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 1.84 TOTAL STREAM AREA(ACRES) = 1.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.02 "'r CONFLUENCE DATA ** STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.44 10.83 3.115 0.20( 0.04) 0.20 10.8 3.10 1 31.41 12.46 2.877 0.20( 0.04) 0.20 12.1 2.10 1 30.70 17.93 2.341 0.20( 0.04) 0.21 14.6 10.00 2 6.02 8.17 3.652 0.20( 0.04) 0.20 1.8 4.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.02 8.17 3.652 0.20( 0.04) 0.20 10.0 4.10 2 35.56 10.83 3.115 0.20( 0.04) 0.20 12.6 3.10 3 36.13 12.46 2.877 0.20( 0.04) 0.20 13.9 2.10 4 34.53 17.93 2.341 0.20( 0.04) 0.21 16.5 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.13 TC(MIN.) = 12.46 EFFECTIVE AREA(ACRES) = 13.89 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1185.00 FEET. FLOW PROCESS FROM NODE 10.30 TO NODE 10.40 IS CODE )=„ 31J„ ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 95.62 DOWNSTREAM(FEET) = 93.97 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.31 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.13 PIPE TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 12.65 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.40 = 1305.00 FEET. is '.. :: s: '.... .. .. .. .. ..'..• k'...';'.;'.... .. .. .. .. .. .. .. .. .. .. .. .. .. .. '.; is :r',. '; '.: :.. .. .. .. .... .. .. .. .. .... .. .. .. 'r ;. .. '; is '.. .. .. .. .. .. .. '.•i: '. ..:; ir'; .. .. FLOW PROCESS FROM NODE 10.40 TO NODE 10.40 IS CODE =J✓ 1' ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ----------------------------------------- Page 7 TW30P25 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.65 RAINFALL INTENSITY(INCH/HR) = 2.85 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 13.89 TOTAL STREAM AREA(ACRES) = 16.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.13 FLOW PROCESS FROM NODE 10.35 TO NODE 10.40 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 ELEVATION DATA: UPSTREAM(FEET) = 105.60 DOWNSTREAM(FEET) = 104.80 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.734 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.518 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS D 0.31 0.20 0.200 75 8.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 0.97 FLOW PROCESS FROM NODE 10.40 TO NODE 10.40 IS CODE = 1 " ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 3.52 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 0.31 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 ** CONFLUENCE DATA STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.02 8.38 3.602 0.20( 0.04) 0.20 10.0 4.10 1 35.56 11.02 3.084 0.20( 0.04) 0.20 12.6 3.10 1 36.13 12.65 2.852 0.20( 0.04) 0.20 13.9 2.10 1 34.53 18.13 2.327 0.20( 0.04) 0.21 16.5 10.00 2 0.97 8.73 3.518 0.20( 0.04) 0.20 0.3 10.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.97 8.38 3.602 0.20( 0.04) 0.20 10.3 4.10 2 34.33 8.73 3.518 0.20( 0.04) 0.20 10.6 10.35 3 36.41 11.02 3.084 0.20( 0.04) 0.20 12.9 3.10 4 36.92 12.65 2.852 0.20( 0.04) 0.20 14.2 2.10 5 35.17 18.13 2.327 0.20( 0.04) 0.21 16.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.92 TC(MIN.) = 12.65 EFFECTIVE AREA(ACRES) = 14.20 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 16.8 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.40 = 1305.00 FEET. ................ ': is i::, .............................. '; i::.........................:; i::......,........................................................ Page 8 TW30P25 FLOW PROCESS FROM NODE 10.40 TO NODE 10.50 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 93.97 DOWNSTREAM(FEET) = 92.73 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.37 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.92 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 12.86 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.50 = 1419.00 FEET. .... '; is :..... ': s: ;, ..:: s: '... ': it :....... '.• it : 'r � :...:r :'... '.; �'.': i.•'... '::r � .. '; � :.:; '.::; .....r .. ': � ' ........:: k' ................. '.• it '.',: s::. FLOW PROCESS FROM NODE 10.50 TO NODE 10.50 ISCODE='J81✓J1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 12.86 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.827 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.53 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 1.33 EFFECTIVE AREA(ACRES) = 14.73 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 17.3 PEAK FLOW RATE(CFS) = 36.95 .... ': s:'....': s: � ., ......., i.• 'r'.:: is fr �.......:: � '...:::r'.: '.• sr' ': i; sr : 'r :r ::..:: �',. ;;'.• i...:: 'r :; 'r � :.........:: sr'.',; r: � ..:r i:', .....r ... .. FLOW PROCESS FROM NODE 10.50 TO NODE 10.60 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 92.53 DOWNSTREAM(FEET) = 92.28 FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.18 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.95 PIPE TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 13.20 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.60 = 1527.00 FEET. :c'...:: '.•'... ': s: � .. '.r ir'... � 'r'.',: is '................': ir'...'.• ir': ;; � '.......................:: is ;:........:: ir'.................................... FLOW PROCESS FROM NODE 10.60 TO NODE 10.60'IS'CODE ✓=81'JJ ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.20 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.784 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.55 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.36 EFFECTIVE AREA(ACRES) = 15.28 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 17.8 PEAK FLOW RATE(CFS) = 37.75 ....:: � '........... ......'.: is � .. '.; ir'..................................... 'r'.r :.., .................. ;; :r'...:: ir'.. 'r s�'... 'r k'....................... FLOW PROCESS FROM NODE 10.60 TO NODE 10.70 IS CODE = 31J ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) 92.28 DOWNSTREAM(FEET) = 90.68 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.17 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.75 PIPE TRAVEL TIME(MIN.) = 0.28 TC(MIN.) = 13.48 Page 9 TW30P25 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.70 = 1682.00 FEET. FLOW PROCESS FROM NODE 10.70 TO NODE 10.70 IS�CODE += 81AJ --------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.48 ---------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.751 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.25 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.61 EFFECTIVE AREA(ACRES) = 15.53 AREA-AVERAGED FM(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 18.1 PEAK FLOW RATE(CFS) = 37.90 .... ?: ?r?r ?... ?; � ?, ., ?: ?r?... ?: ?r ?: ?....... ?: ?t?. �• k ?:........ ?r?r ?..; ?c : ?: is ?...:: ?c'.'.; ?; ?... ?: ?c ?... ?c?... ?; ?r?................... FLOW PROCESS FROM NODE 10.70 TO NODE 10.80'IS�CODE J= „ 31" ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 90.68 DOWNSTREAM(FEET) = 88.00 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.90 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 13.52 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.80 = 1726.00 FEET. a: ?..... '.• ?r � .. ?: it :..........:: ?: ?............... ?: ?r?.:: ?: � .. ?: ?r ?. ?: ?: ?; ?: ?; ?...:; ?:'. ;;'s?... ?c?c :. ?: ?:'......... '; is ?... ',.• ?r?......... ?: ?: � .... FLOW PROCESS FROM NODE 10.80 TO NODE 10.80 IS CODE _ 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.52 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.747 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.62 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 16.15 AREA-AVERAGED FM(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 18.7 PEAK FLOW RATE(CFS) = 39.35 FLOW PROCESS FROM NODE 10.80 TO NODE 10..80'IS�CODE ✓=" 81� --------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) 13.52 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.747 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.73 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1.78 EFFECTIVE AREA(ACRES) = 16.88 AREA-AVERAGED FM(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 19.4 PEAK FLOW RATE(CFS) = 41.13 FLOW PROCESS FROM NODE 10.80 TO NODE 10.80 IS CODE =JJ81�JJ ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) 13.52 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.747 Page 10 TW30P25 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" D 0.26 0.20 0.500 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.62 EFFECTIVE AREA(ACRES) = 17.14 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 19.7 PEAK FLOW RATE(CFS) = 41.75 t :...................1: is s............................... �• s:::.. �: s: � � s: s: t: s: s: s::.:: �: i; s........... �: s::r �: � s................................... FLOW PROCESS FROM NODE 10.80 TO NODE 10.90 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 86.29 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.25 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.75 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 13.56 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.90 = 1760.00 FEET. FLOW PROCESS FROM NODE 10.90 TO NODE 10.90 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE TC(MIN.) = 13.56 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.743 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.55 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.34 EFFECTIVE AREA(ACRES) = 17.69 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 20.3 PEAK FLOW RATE(CFS) = 43.02 �:s::.........................�•:tit::s:�::ts.................................................................................................::s;s... FLOW PROCESS FROM NODE 10.90 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 86.09 DOWNSTREAM(FEET) = 85.59 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.45 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.02 PIPE TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 13.77 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 1853.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.77 RAINFALL INTENSITY(INCH/HR) = 2.72 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 17.69 TOTAL STREAM AREA(ACRES) = 20.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.02 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 Page 11 TW30P25 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 263.00 ELEVATION DATA: UPSTREAM(FEET) = 106.00 DOWNSTREAM(FEET) = 101.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.238 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.256 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.61 0.20 0.100 75 6.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 2.33 ?: ?.•?r?; s: is �........................................?:?:?:?;?ci:?;?ci:ir?:?.......?r?:?..................,......?c?r?...?;?; ?: ?: ?c s: ?:?c ?. ?:?: '. .. ?:?; FLOW PROCESS FROM NODE 6.20 TO NODE 11.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 101.00 DOWNSTREAM ELEVATION(FEET) = 95.00 STREET LENGTH(FEET) = 392.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.022 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 14.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.80 STREET FLOW TRAVEL TIME(MIN.) = 1.75 TC(MIN.) = 7.98 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.701 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 4.47 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 4.47 SUBAREA RUNOFF(CFS) = 14.81 EFFECTIVE AREA(ACRES) = 5.08 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 16.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.21 DEPTH*VELOCITY(FT*FT/SEC.) = 2.32 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 11.00 = 655.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.98 RAINFALL INTENSITY(INCH/HR) = 3.70 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.08 TOTAL STREAM AREA(ACRES) = 5.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.83 Page 12 TW30P25 FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< - INITIAL SUBAREA SUBAREA FLOW-LENGTH(FEET) 119.00 ELEVATION DATA: UPSTREAM(FEET) = 107.20 DOWNSTREAM(FEET) = 107.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]'°*•0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.724 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.978 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK D 0.14 0.20 0.850 75 11.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.35 FLOW PROCESS FROM NODE 7.20 TO NODE 11.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 95.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 536.00 CHANNEL SLOPE = 0.0224 CHANNEL BASE(FEET) = 50.00 'Y' FACTOR = 20.000 MANNING'S FACTOR = 0.250 MAXIMUM DEPTH(FEET) = 1.00 ;; 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.187 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK D 1.22 0.20 0.850 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.99 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.19 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 47.85 TC(MIN.) = 59.58 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 1.36 AREA -AVERAGED FM(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 1.24 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 0.20 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 11.00 = 655.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ----------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 59.58 RAINFALL INTENSITY(INCH/HR) = 1.19 AREA -AVERAGED FM(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 1.36 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.24 CONFLUENCE DATA STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 41.57 9.50 3.355 0.20( 0.04) 0.21 13.8 4.10 1 41.77 9.86 3.285 0.20( 0.04) 0.21 14.1 10.35 1 42.97 12.13 2.920 0.20( 0.04) 0.21 16.4 3.10 1 43.02 13.77 2.719 0.20( 0.04) 0.20 17.7 2.10 1 40.50 19.25 2.249 0.20( 0.04) 0.21 20.3 10.00 2 16.83 7.98 3.701 0.20( 0.02) 0.10 5.1 6.10 3 1.24 59.58 1.187 0.20( 0.17) 0.85 1.4 7.10 Page 13 Page 14 Tw30P25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 56.00 7.98 3.701 0.20( 0.04) 0.18 16.8 6.10 2 57.44 9.50 3.355 0.20( 0.04) 0.19 19.1 4.10 3 57.33 9.86 3.285 0.20( 0.04) 0.19 19.4 10.35 4 56.91 12.13 2.920 0.20( 0.04) 0.19 21.8 3.10 5 56.09 13.77 2.719 0.20( 0.04) 0.19 23.1 2.10 6 51.52 19.25 2.249 0.20( 0.04) 0.20 25.8 10.00 7 27.58 59.58 1.187 0.20( 0.04) 0.22 26.7 7.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 57.44 TC(MIN.) = 9.50 EFFECTIVE AREA(ACRES) = 19.06 AREA-AVERAGED FM(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 26.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 1853.00 FEET. ------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 26.7 TC(MIN.) = 9.50 EFFECTIVE AREA(ACRES) = 19.06 AREA-AVERAGED FM(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.185 PEAK FLOW RATE(CFS) = 57.44 ** PEAK FLOW RATE TABLE * STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 56.00 7.98 3.701 0.20( 0.04) 0.18 16.8 6.10 2 57.44 9.50 3.355 0.20( 0.04) 0.19 19.1 4.10 3 57.33 9.86 3.285 0.20( 0.04) 0.19 19.4 10.35 4 56.91 12.13 2.920 0.20( 0.04) 0.19 21.8 3.10 5 56.09 13.77 2.719 0.20( 0.04) 0.19 23.1 2.10 6 51.52 19.25 2.249 0.20( 0.04) 0.20 25.8 10.00 7 27.58 59.58 1.187 0.20( 0.04) 0.22 26.7 7.10 ---------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 14 TW30P02 .. ........ ....................'; s: '.................... '.• i::r'.................... '.: is ir'r ..................'.r s: it '........................r ....., ........ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2013 Advanced Engineering Software (aes) ver. 20.0 Release Date: 06/01/2013 License ID 1580 Analysis prepared by: it .. .. .. .. DESCRIPTION OF STUDY .. .. .. .. .. .. :: *s. .. .. .. .. .. .. .. .. :; Yi .. .. .. .. TWHX-030 PROPOSED CONDITION 2 YEAR STORM ................ '.: s: 4; '... ': s: is ir'............ '.• * :: ic'.r ................:; i;'.............. ,...:; '.; is '..................... '.: ic'., .................... FILE NAME: TW30P.DAT TIME/DATE OF STUDY: 17:34 02/10/2015 --------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- --------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 18.0 12.0 0.022/0.022/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) "SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED '.r'.. ': ic'.........................:; i; i; * :':..........:; is i.• s: '; *'.................... '.• a: •� .............. '::: * �• is it ?r ., ........., i.• 4: ir'.• it i::....... FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 107.00 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.987 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.254 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.30 0.20 0.250 57 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 1.41 .................... ..........'; *'r?............. '.: i; is is is 'r'........ ,..... '; '; � ................ ':'.•:................................................. FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) 107.00 DOWNSTREAM NODE ELEVATION(FEET) = 105.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 465.00 V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 Page 1 TW30PO2 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.098 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) MOBILE HOME PARK D 6.87 0.20 0.250 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.12 AVERAGE FLOW DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) = 18.07 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.66 TC(MIN.) = 17.65 SUBAREA AREA(ACRES) = 6.87 SUBAREA RUNOFF(CFS) = 6. EFFECTIVE AREA(ACRES) = 8.17 AREA -AVERAGED FM(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 8.2 PEAK FLOW RATE(CFS) = SCS CN 57 48 [1a110 7.70 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.58 FLOOD WIDTH(FEET) = 24.23 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC) = 1.28 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. kic i.•kkki................... .. .. ..kki. .. .. .. .. .. .. .. .. .. .. �-kkir ick i............................................. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.65 RAINFALL INTENSITY(INCH/HR) = 1.10 AREA -AVERAGED FMCINCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 8.17 TOTAL STREAM AREA(ACRES) = 8.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.70 .....e........kk i:kkkkkk kkkkk�•k i:kkk.. .. ,ck'..........................kkkkkkkkki...kki..... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 297.00 ELEVATION DATA: UPSTREAM(FEET) = 109.00 DOWNSTREAM(FEET) = 108.00 TC = K*[(LENGTHkk 3.00)/(ELEVATION CHANGE)]*k0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.258 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.589 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.96 0.20 0.100 57 9.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) = 1.36 ..kickkk�ick k'.;kk ........................::kki. ic�kk.....c....................,...............kki. .. is i:ki. ,. ickk�..kkkki. .. .. .. FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 108.00 DOWNSTREAM ELEVATION(FEET) = 105.50 STREET LENGTH(FEET) = 398.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.022 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Page 2 TW30PO2 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.05 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 3.23 TC(MIN.) = 12.49 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.338 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 3.10 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 3.68 EFFECTIVE AREA(ACRES) = 4.06 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 4.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 13.29 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY(FT*'FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 695.00 FEET. FLOW PROCESS FROM NODE 10.20 TO NODE 10.20 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.49 RAINFALL INTENSITY(INCH/HR) = 1.34 AREA -AVERAGED Fm(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.06 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.82 ** CONFLUENCE DATA STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.70 17.65 1.098 0.20( 0.05) 0.25 8.2 10.00 2 4.82 12.49 1.338 0.20( 0.02) 0.10 4.1 2.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.52 12.49 1.338 0.20( 0.04) 0.19 9.8 2.10 2 11.64 17.65 1.098 0.20( 0.04) 0.20 12.2 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.64 TC(MIN.) = 17.65 EFFECTIVE AREA(ACRES) = 12.23 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 12.2 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.20 = 965.00 FEET. ': is is '... '.r :'r .......::c': it � is �'.: ir'.::r'................................................:: i; ir'............................... ': is i:'r ir': is � ........ FLOW PROCESS FROM NODE 10.20 TO NODE 10.21 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 97.32 DOWNSTREAM(FEET) 96.50 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.38 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.64 PIPE TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 18.14 Page 3 TW30P02 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.21 = 1125.00 FEET. FLOW PROCESS FROM NODE 10.21 TO NODE 10.21 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.14 RAINFALL INTENSITY(INCH/HR) = 1.08 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 12.23 TOTAL STREAM AREA(ACRES) = 12.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.64 f: f........, f: it f ... ................ .... f: f: fr f.............., f: f; f: f................... '; it fr f: fr f..................... f; f: f: f................, f; f; f... FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 262.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 106.00 TC = K*•[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.491 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.567 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 1.01 0.20 0.250 57 9.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) = 1.38 f: f: '.• f:', f: f: fr f.:: f: f: f. ': fr k k :': ............ f; k fr f: f................, f; f::; f: fr'........., ......., fr � fr f; f: 'r ..............., f: fr f: f............, .. FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 91 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 106.00 DOWNSTREAM NODE ELEVATION(FEET) = 103.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.330 PAVEMENT LIP(FEET) = 0.040 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.462 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN MOBILE HOME PARK D 1.38 0.20 0.250 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.92 AVERAGE FLOW DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 3.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 10.71 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 1.75 EFFECTIVE AREA(ACRES) = 2.39 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 3.04 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.40 FLOOD WIDTH(FEET) = 5.89 FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTH*VELOCITY(FT*FT/SEC) = 1.63 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 550.00 FEET. ..f:f:f...........................f;�f;f:f:f...........f:f:��•xf;f.............,....................,..............frf::...................f:f; f;�.. FLOW PROCESS FROM NODE 10.21 TO NODE 10.21 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------------------------------------- Page 4-------------------- TW30P02 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.71 RAINFALL INTENSITY(INCH/HR) = 1.46 AREA-AVERAGED FM(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 2.39 TOTAL STREAM AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.04 CONFLUENCE DATA STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.52 12.99 1.309 0.20( 0.04) 0.19 9.8 2.10 1 11.64 18.14 1.080 0.20( 0.04) 0.20 12.2 10.00 2 3.04 10.71 1.462 0.20( 0.05) 0.25 2.4 3.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.69 10.71 1.462 0.20( 0.04) 0.20 10.5 3.10 2 14.23 12.99 1.309 0.20( 0.04) 0.20 12.2 2.10 3 13.86 18.14 1.080 0.20( 0.04) 0.21 14.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.23 TC(MIN.) = 12.99 EFFECTIVE AREA(ACRES) = 12.23 AREA-AVERAGED FM(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 14.6 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.21 = 1125.00 FEET. ......................................'.: sk � ?............... ?: is t ?: �• ?c?............... '.• ?: ?r k ?................. ?: ?c?: ?... ,....................... ?: s: FLOW PROCESS FROM NODE 10.21 TO NODE 10.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 96.50 DOWNSTREAM(FEET) = 95.62 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.37 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.23 PIPE TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 13.11 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1185.00 FEET. FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.11 RAINFALL INTENSITY(INCH/HR) = 1.30 AREA-AVERAGED FM(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 12.23 TOTAL STREAM AREA(ACRES) = 14.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.23 FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -_-----_--- INITIAL SUBAREA FLOW-LENGTH(FEET) = 251.00 ELEVATION DATA: UPSTREAM(FEET) = 108.20 DOWNSTREAM(FEET) = 105.50 TC = K?°[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.313 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.820 Page 5 TW30P02 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS D 0.68 0.20 0.200 57 7.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 1.09 is '.......... ': is s: s4 f ................... '.: is '..:r is '..... ,.....:: x t:..............:: is '........,........................................ ': is '.......:: is FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 103.50 DOWNSTREAM(FEET) = 101.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.09 PIPE TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 7.88 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 401.00 FEET. .................. i.• is �: is ir'.... ?r'............... '.: s: '...:r',...........'.: ir'...............:; is is � ..............:: is 4: '... 'r it :.............:: it it :... FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 7.88 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.744 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.64 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 0.98 EFFECTIVE AREA(ACRES) = 1.32 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.02 ..........:c is sY::�4:'.ci:'ri:'......................::c'................'.cs:�..............:;i;i:'.............::':'.r�.. .c .. .. .. .. .. .. .. .. .. .. .. :r is '. FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 101.00 DOWNSTREAM(FEET) = 99.00 FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.02 PIPE TRAVEL TIME(MIN.) = 0.41 TC(MIN.) = 8.29 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.40 = 529.00 FEET. �': ir': it :'c ............................ ': is '.:r'..r .......... '.: i:'...:c'...........:: 4: '..:'r is ;:...... ,.:; '.: '.:'r �•':....................:; s: � ': � '..... FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) 8.29 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.694 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.52 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 1.84 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 2.74 .......................... .................. ': s'r'... ,... ,.......:: is '.......:: i::.:: is '....... ,. '; �'................., ..................:; s: ',:.......... Page 6 TW30PO2 FLOW PROCESS FROM NODE 4.40 TO NODE 10.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 95.62 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.74 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 8.39 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 10.30 = 584.00 FEET. .. ': is is k is �'.... '.: it ::.. ': sY is :............... 'c is '...................:r is ir'.................'.; i; '.................:: is '..........................:: is FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.39 RAINFALL INTENSITY(INCH/HR) = 1.68 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 1.84 TOTAL STREAM AREA(ACRES) = 1.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.74 ** CONFLUENCE DATA STREAM Q TC Intensit Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR � (INCH/HR) (ACRES) NODE 1 13.69 10.83 1.452 0.20( 0.04) 0.20 10.5 3.10 1 14.23 13.11 1.302 0.20( 0.04) 0.20 12.2 2.10 1 13.86 18.26 1.076 0.20( 0.04) 0.21 14.6 10.00 2 2.74 8.39 1.682 0.20( 0.04) 0.20 1.8 4.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE 'r•• STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.06 8.39 1.682 0.20( 0.04) 0.20 10.0 4.10 2 16.04 10.83 1.452 0.20( 0.04) 0.20 12.4 3.10 3 16.34 13.11 1.302 0.20( 0.04) 0.20 14.1 2.10 4 15.59 18.26 1.076 0.20( 0.04) 0.21 16.5 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.34 TC(MIN.) = 13.11 EFFECTIVE AREA(ACRES) = 14.07 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.30 = 1185.00 FEET. .............................. ': i; :: � is 3: ?.........:: i; is is � i::.................'.•': t ..................:: Sr?.....:: is '....... ': '.: '..... '.•'r'.......... FLOW PROCESS FROM NODE 10.30 TO NODE 10.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 95.62 DOWNSTREAM(FEET) 93.97 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.32 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.34 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 13.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.40 = 1305.00 FEET. i; '.• is '..........c .........c:c'.:........................................................................................ 'c i::.....................:: is is FLOW PROCESS FROM NODE 10.40 TO NODE 10.40 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ----------------------------------------------- ----------------------------- Page 7 TW30P02 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.35 RAINFALL INTENSITY(INCH/HR) = 1.29 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 14.07 TOTAL STREAM AREA(ACRES) = 16.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.34 ....................................:: �;'r ::.........................r ............:c �::; �::; .......................... �- it ::......................:; s: �. FLOW PROCESS FROM NODE 10.35 TO NODE 10.40 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 ELEVATION DATA: UPSTREAM(FEET) = 105.60 DOWNSTREAM(FEET) = 104.80 TC = K*E(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.734 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.643 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) APARTMENTS D 0.31 0.20 0.200 57 8.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 0.45 .. ': s: '.•'r :: is : ': s: 'r s: i; s: is '. �• f.::........:c i; is '.• x is �-'.....................:................:: s: is it '..................... '.: is i::c is '... '.:'....... FLOW PROCESS FROM NODE 10.40 TO NODE 10.40 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 1.64 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 0.31 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.45 ** CONFLUENCE DATA ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.06 8.63 1.655 0.20( 0.04) 0.20 10.0 4.10 1 16.04 11:08 1.434 0.20( 0.04) 0.20 12.4 3.10 1 16.34 13.35 1.288 0.20( 0.04) 0.20 14.1 2.10 1 15.59 18.50 1.068 0.20( 0.04) 0.21 16.5 10.00 2 0.45 8.73 1.643 0.20( 0.04) 0.20 0.3 10.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.50 8.63 1.655 0.20( 0.04) 0.20 10.3 4.10 2 15.55 8.73 1.643 0.20( 0.04) 0.20 10.4 10.35 3 16.43 11.08 1.434 0.20( 0.04) 0.20 12.7 3.10 4 16.68 13.35 1.288 0.20( 0.04) 0.20 14.4 2.10 5 15.87 18.50 1.068 0.20( 0.04) 0.21 16.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.68 TC(MIN.) = 13.35 EFFECTIVE AREA(ACRES) = 14.38 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 16.8 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.40 = 1305.00 FEET. .................. ': i; :; f; '.c'. ': i:'......................................................................... 'r'., i.• is ;................... '.r is '............ Page 8 TW30P02 FLOW PROCESS FROM NODE 10.40 TO NODE 10.50 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 93.97 DOWNSTREAM(FEET) = 92.73 FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.81 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.68 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 13.59 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.50 = 1419.00 FEET. �'c i; is is '.• :... ': is is '; s: ic'.c i; '...................:; :c'....................:c is is ;:......., .......; :c'..• is ', tr'.........................:c'........... FLOW PROCESS FROM NODE 10.50 TO NODE 10.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------______________________________ MAINLINE TC(MIN.) = 13.59 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.275 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.53 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 14.91 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 17.3 PEAK FLOW RATE(CFS) = 16.68 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE is :c i; is s: '.......:c:c'.....'c'...................:: s: s: x'.'c'............:: � k'c :'.............:; '.; ic'.; 3c '........................:; ir'. 'c is'........... FLOW PROCESS FROM NODE 10.50 TO NODE 10.60 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 92.53 DOWNSTREAM(FEET) = 92.28 FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.31 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.68 PIPE TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 14.01 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.60 = 1527.00 FEET. ............ '; it x'.- :; is ;: s:' ......................... 'c � it i; 3c :c ...............,'.c ic'..... ,.......:; i; :c s:'.........................:c � s: ?........... FLOW PROCESS FROM NODE 10.60 TO NODE 10.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.01 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.253 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.55 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 0.60 EFFECTIVE AREA(ACRES) = 15.46 AREA -AVERAGED Fm(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 17.8 PEAK FLOW RATE(CFS) = 16.88 FLOW PROCESS FROM NODE 10.60 TO NODE 10.70 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) 92.28 DOWNSTREAM(FEET) = 90.68 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.66 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.88 Page 9 TW30PO2 PIPE TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 14.34 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.70 = 1682.00 FEET. '::................. ..........:c :r'........................ ': i; is i::.......'.; '.: i::.........., ., ,. 'r i:., ......:: � k :...........................:: is '..... FLOW PROCESS FROM NODE 10.70 TO NODE 10.70 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) 14.34 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.236 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.25 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = 15.71 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 18.1 PEAK FLOW RATE(CFS) = 16.92 ....:; is is '.. 'c' ...............:; i::: �'...........:: ir'.......:: s: it :......... '.: i:'.........., ..:; it i.........::'.; ': it'...........................'c k'.. FLOW PROCESS FROM NODE 10.70 TO NODE 10.80 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 90.68 DOWNSTREAM(FEET) = 88.00 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.92 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 14.39 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.80 = 1726.00 FEET. FLOW PROCESS FROM NODE 10.80 TO NODE 10.80 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.39 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.234 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.62 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 0.67 EFFECTIVE AREA(ACRES) = 16.33 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 18.7 PEAK FLOW RATE(CFS) = 17.55 ................ ': i; 'r :; '...........'.: � '...c ........ 'c is ?.........': '.•'............... ': is '....... ': is ':'.............. 'r � ............:: i:'.............. FLOW PROCESS FROM NODE 10.80 TO NODE 10.80 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.39 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.234 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.73 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 0.78 EFFECTIVE AREA(ACRES) = 17.06 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 19.4 PEAK FLOW RATE(CFS) = 18.33 ...................... .......... � it � ......'.: s: ':'..........:r � :Y :........................::'.: 'r :r ..........................:::c is ir'........ '.: is '..... FLOW PROCESS FROM NODE 10.80 TO NODE 10.80 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.39 Page 10 Tw30P02 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.234 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" D 0.26 0.20 0.500 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = 17.32 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 19.7 PEAK FLOW RATE(CFS) = 18.60 .................... is i.........., is i; is ?:........ ': is � '............. '.: i; s: ?............, is ;; is i.........., is i; is is i:'...............c is is is '........... FLOW PROCESS FROM NODE 10.80 TO NODE 10.90 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 86.29 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.60 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 14.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 10.90 = 1760.00 FEET. .................. is is i; is is is :.........., is is is it it i......, i; is is it i::....... '.• s: ', it ic'........, is s: '...............'.: is i; is '.:: ic' ............., is i. FLOW PROCESS FROM NODE 10.90 TO NODE 10.90 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.43 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.232 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.55 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 17.87 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 20.3 PEAK FLOW RATE(CFS) = 19.16 ..........................::isis�i.ic'.....,....................':fir si.............isis':kic........i:s:i............. .. .. is '.: k.. .. .. .. .. .. .. .. .. .c FLOW PROCESS FROM NODE 10.90 TO NODE 11.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 86.09 DOWNSTREAM(FEET) 85.59 FLOW LENGTH(FEET) = 93.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.12 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.16 PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 14.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 1853.00 FEET. ....., i; it is � ........................:c is 'r .............c :r'r'c :'c .......................... ;: is 4r ;'......... ': is '.:: is'...........:: i:'..:: is sY'......... FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.69 RAINFALL INTENSITY(INCH/HR) = 1.22 AREA -AVERAGED FM(INCH/HR) = 0.04 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 17.87 TOTAL STREAM AREA(ACRES) = 20.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.16 ...; .c ........................................ ........................ is is i.............., is is i........, is is i:........................................., Page 11 TW30PO2 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 263.00 ELEVATION DATA: UPSTREAM(FEET) = 106.00 DOWNSTREAM(FEET) = 101.00 TC = K*E(LENGTH* 3.00)/(ELEVATION CHANGE)]'°*0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.238 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.994 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.61 0.20 0.100 57 6.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 1.08 FLOW PROCESS FROM NODE 6.20 TO NODE 11.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 101.00 DOWNSTREAM ELEVATION(FEET) = 95.00 STREET LENGTH(FEET) = 392.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.022 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.022 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk FIOW Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 10.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT*•FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 2.09 TC(MIN.) = 8.33 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.689 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 4.47 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 4.47 SUBAREA RUNOFF(CFS) = 6.71 EFFECTIVE AREA(ACRES) = 5.08 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 7.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 13.38 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 11.00 = 655.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.33 RAINFALL INTENSITY(INCH/HR) = 1.69 AREA -AVERAGED FM(INCH/HR) = 0.02 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.08 TOTAL STREAM AREA(ACRES) = 5.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.63 Page 12 TW30P02 ...................................... �• �<�.................:: i<�; ..........:: � is s: s< � .... ,. „ ............:< �...................:; :r s..< .............. FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 119.00 ELEVATION DATA: UPSTREAM(FEET) = 107.20 DOWNSTREAM(FEET) = 107.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.724 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.388 SUBAREA TC AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK D 0.14 0.20 0.850 57 11.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.15 FLOW PROCESS FROM NODE 7.20 TO NODE 11.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 95.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 536.00 CHANNEL SLOPE = 0.0224 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = 0.250 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.447 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK D 1.22 0.20 0.850 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.12 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 72.57 TC(MIN.) = 84.30 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 0.30 EFFECTIVE AREA(ACRES) = 1.36 AREA -AVERAGED FM(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 0.34 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 0.12 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 11.00 = 655.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 84.30 RAINFALL INTENSITY(INCH/HR) = 0.45 AREA -AVERAGED FM(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.20 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 1.36 TOTAL STREAM AREA(ACRES) = 1.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.34 CONFLUENCE DATA STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.62 10.00 1.521 0.20( 0.04) 0.21 13.8 4.10 1 18.65 10.10 1.512 0.20( 0.04) 0.21 13.9 10.35 1 19.15 12.42 1.343 0.20( 0.04) 0.21 16.2 3.10 1 19.16 14.69 1.220 0.20( 0.04) 0.20 17.9 2.10 1 18.08 19.85 1.026 0.20( 0.04) 0.21 20.3 10.00 2 7.63 8.33 1.689 0.20( 0.02) 0.10 5.1 6.10 Page 13 Page 14 TW30P02 3 0.34 84.30 0.447 0.20( 0.17) 0.85 1.4 7.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.09 8.33 1.689 0.20( 0.04) 0.18 16.7 6.10 2 25.68 10.00 1.521 0.20( 0.04) 0.18 19.0 4.10 3 25.67 10.10 1.512 0.20( 0.04) 0.18 19.1 10.35 4 25.41 12.42 1.343 0.20( 0.04) 0.19 21.4 3.10 5 24.87 14.69 1.220 0.20( 0.04) 0.19 23.2 2.10 6 22.92 19.85 1.026 0.20( 0.04) 0.20 25.7 10.00 7 9.74 84.30 0.447 0.20( 0.04) 0.22 26.7 7.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.68 TC(MIN.) = 10.00 EFFECTIVE AREA(ACRES) = 19.02 AREA-AVERAGED FM(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 26.7 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.00 = 1853.00 FEET. ---------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 26.7 TC(MIN.) = 10.00 EFFECTIVE AREA(ACRES) = 19.02 AREA-AVERAGED FM(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.184 PEAK FLOW RATE(CFS) = 25.68 "" PEAK FLOW RATE TABLE * STREAM Q TC Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.09 8.33 1.689 0.20( 0.04) 0.18 16.7 6.10 2 25.68 10.00 1.521 0.20( 0.04) 0.18 19.0 4.10 3 25.67 10.10 1.512 0.20( 0.04) 0.18 19.1 10.35 4 25.41 12.42 1.343 0.20( 0.04) 0.19 21.4 3.10 5 24.87 14.69 1.220 0.20( 0.04) 0.19 23.2 2.10 6 22.92 19.85 1.026 0.20( 0.04) 0.20 25.7 10.00 7 9.74 84.30 0.447 0.20( 0.04) 0.22 26.7 7.10 ---------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 14 WSPG for Storm Drains FOR REFRENCE -CITY OF NEWPORT BEACH EXISTING DOWNSTREAMLINE CALCULATIONS FILE: CNB-EX-LINE-A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 2-10-2015 Time: 6:47:34 TWHX-030 - LIGHTHOUSE 89 EXISTING LINE A - CITY OF NEWPORT BEACH 100 YEAR STORM EVENT x,kititxititxxxxekx,kxx:r,kxxitx,kitxx:'rxxxxxxxxxxxxitxxxirxY;i::kxx;;xxxxxxxxxitxxirxxx::xxx:kirxi•xxxxxxxxxxxxxxirxxxxxxx:kxxuxu:°ri•ir>k'..•:k:k��:k',cit:k&irit•�:k>k :.�:kxirrkit:k I invert I Depth I water I Q I Vel Vel I Energy I Super ICriticallFloW ToplHeight/IBase Wt1 INo wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I width IDia.-FTlor I.D.] ZL IPrs/Pip -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF xxx ISExxxxxDpthlFroude NINormx:kDp I "N" I X-Fa111 ZR (Type ch irx irri:xxx:k I irxxxxxir atx I x xxxirx x:k I irx xirx xxxx 1 x xirx x:'rxxx I xu:k x irxx I xit xirxxx I ir'«i<xxxI :k :k I xx:`irx xirx I � xiri<:k it I it it it :k it a'r ek I:'r :. xit its is I:k it ak •kY I >k it :k xir it it I I I I I I I I I l y 100.000 82.850 6.650 89.500 74.24 15.12 3.55 93.05 .00 2.45 .00 I 2.500 .000 I .00 I1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 24.140 .1230 .0328 .79 6.65 .00 1.27 .013 .00 .00 PIPE I I I I I I I I I 124.140 85.820 4.471 90.291 74.24 15.12 3.55 93.84 I .00 f 2.45 .00 I 2.500 .000 .00 i1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- ]UNCT STR .1250 .0174 .03 4.47 .00 .013 .00 .00 PIPE I I I I I I I I I I I 126.140 86.070 10.906 96.976 18.75 3.82 .23 97.20 .00 1.47 .00 I 2.500 .000 .00 I1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 13.900 .1230 .0021 .03 10.91 .00 .61 .013 .00 .00 PIPE I I I I I I I I I I 140.040 87.780 9.225 97.005 18.75 3.82 .23 97.23 .00 I 1.47 .00 I 2.500 .000 .00 I1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- FOR REFRENCE - CITE' OF NEWPORT BEACH PROPOSED DOWNSTREAM.LINE CALCULATIONS FILE: CNB-LINE-A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 2-10-2015 Time: 6:31:39 TWHX-030 - LIGHTHOUSE 89 LINE A - CITY OF NEWPORT BEACH 100 YEAR STORM EVENT irfr frfrkkxkkkxx:kfrfr:kfr?crtfr ufrir?:ir>k?.•::::?r>kfri;frfrfric?r?r:kfr ir>k?r?:?::Yfri:>t?c alert ic?r:ki:?::k:Y?:fr:;frfr?;rtfr it k ir:S?:?:?:i:ifrfrk:k?r?rfi?:>k:kri:ir:kfri;fr icrtfr:k?:ir:k?::k it i:fr:k rt it :k ?r irrfr:: ?; 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I 2.500 .000 I .00 I1 .0 JUNCT STR I .0009 I -I- -I- -I- -I- -I- .0138 -I- .15 -I- 4.20 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1310.610 -I- 91.560 I 4.478 96.038 I I 47.57 9.69 I 1.46 I 97.50 .00 I 2.27 I .00 I I 2.500 .000 I .00 I1 .0 98.250 -I- .0060 -I- -I- -I- -I- -I- .0135 -I- 1.32 -I- 4.48 -I- .00 -I- 2.50 -I- .013 -I- .00 .00 1- PIPE I 1408.860 -I- I 92.150 -I- I 5.210 -I- 97.360 -I- I I 47.57 9.69 I 1.46 I 98.82 .00 I 2.27 I .00 I I 2.500 .000 I .00 I1 .0 JUNCT STR .0500 -I- -I- -I- .0093 -I- .04 -I- 5.21 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 1412.860 I 92.350 I 5.785 98.135 I I 47.46 6.71 I .70 I 98.84 .00 I 2.24 i .00 I I 3.000 .000 I .00 I1 .0 112.260 .0060 .0051 .57 5.79 .00 2.27 .013 .00 .00 PIPE I 1525.120 -I- I 93.020 -I- I 5.683 98.703 I I 47.46 6.71 I .70 I 99.40 .00 I 2.24 I .00 I I 3.000 .000 I .00 I1 .0 JUNCT STR .0050 -I- -I- -I- -I- -I- .0050 -I- .01 -I- 5.68 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 1527.120 -I- I 93.030 -I- I 5.743 -I- 98.773 I I 46.44 6.57 I .67 I 99.44 .00 I 2.22 I .00 I I 3.000 .000 I .00 i1 .0 119.170 .0060 -I- -I- -I- -I- .0048 -I- .58 -I- 5.74 -I- .00 -I- 2.22 -I- .013 -I- .00 .00 1- PIPE I 1646.290 -I- I 93.750 -I- I 5.601 99.351 I I 46.44 6.57 I .67 I 100.02 .00 I 2.22 I .00 I I 3.000 .000 I .00 I1 .0 JUNCT STR I .0500 I -I- -I- -I- -I- -I- .0043 -I- .02 -I- 5.60 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1650.290 -I- 93.950 -I- I 5.709 -I- 99.659 I I 40.35 5.71 I .51 i 100.17 .00 I 2.07 I .00 I 3.000 I .000 I .00 I1 .0 42.690 .0199 -I- -I- -I- -I- .0037 -I- .16 -I- 5.71 -I- .00 -I- 1.37 -I- .013 -I- .00 .00 1- PIPE FILE: CCM-LINE-A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 2-10-2015 Time: 6:13: 0 TWHX-030 - LIGHTHOUSE 89 LINE A - CITY OF COSTA MESA 100 YEAR STORM EVENT is irk irk&kis>`k kkkkkkir itk irkkkkkkkk*kkkrtkkkir kir isk ickkkkkkir eYxkkic kirkkkkkkkkkirkkkkkkkkkkkkkkkirkkkkkkkkkkkkkkkkkiskkkickkkkkrtkkirkkkkkickkk kkirkkkic it I invert I Depth I water I Q I Vel Vel I Energy I Super ICriticallFloW ToplHeight/laase wtl INo wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Eleni Slope I I I I SF Avel HF DpthlFroude Dp I "N" I X -Fall) ZR (Type Ch kkIChkk kkir ick kiclkkkkkkklkirkkkkkklkkkkkkkkklkkirkkkkkklkkki:kkklkkkkkirklkkkk9r kkkISE irlirkkkkkklkkkki:kklkkkkkkkklkkkkkkklirkkkkkklkkkkk kNlNorm Ikkkkkkk 1692.980 -I- I I 94.800 5.016 I I 99.816 I 40.35 5.71 I .51 100.32 I .00 I 2.07 I .00 I 3.000 I .000 I .00 I 1 .0 12.630 -I- .0198 I I -I- -I- I I -I- -I- -i- .0037 -I- .05 -I- .00 -I- .00 1.37 -I- -I- .013 -I- .00 .00 1- PIPE 1705.610 -I- 95.050 4.872 99.922 I 40.35 5.71 I .51 100.43 I .00 I 2.07 I .00 I 3.000 I .000 I .00 I 1 .0 JUNCT STR -I- .2185 I I -I- -I- I I -I- -I- -I- .0125 -I- .06 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1710.690 -I- 96.160 3.044 99.204 I 33.00 10.50 I 1.71 100.92 I .00 I 1.90 I .00 I I 2.000 .000 i .00 i1 .0 17.630 -I- .0199 I I -I- -I- -I- -I- -I- .0213 -I- .38 -I- .00 -I- .00 -I- 1.71 -I- .013 -I- .00 .00 1- PIPE 1728.320 -I- 96.510 -I- 3.311 -I- I I 99.821 I 33.00 10.50 I 1.71 101.53 I .00 I 1.90 I .00 I I 2.000 .000 I .00 I 1 .0 113.870 .0200 I -I- -I- -I- -I- .0213 -I- 2.42 -I- 3.31 -I- .00 -I- 1.70 -I- .013 -I- .00 .00 1- PIPE 1842.190 I 98.790 3.454 I I 102.244 I 33.00 10.50 I 1.71 103.96 I .00 I 1.90 I .00 I I 2.000 .000 I .00 I 1 .0 -I- 20.650 -I- .0199 I I -I- I -I- -I- -I- -I- .0213 -I- .44 -I- .00 -I- .00 -I- 1.71 -I- .013 -I- .00 .00 1- PIPE 1862.840 -I- 99.200 -I- 3.746 -I- I 102.946 -I- I 33.00 -I- 10.50 -I- I 1.71 -I- 104.66 -I- I .00 -I- I 1.90 -I- I .00 -I- I 2.000 I -I- .000 I -I- .00 I1 .0 I- Hydrographs for WQMP *********** SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1580 Analysis prepared by: ***************************************************************** *********** Problem Descriptions: TWHX-030 PROPOSEDCONDITION- 2 YR STORM HYDROGRAPH RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 26.70 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.037 LOW LOSS FRACTION = 0.979 TIME OF CONCENTRATION(MIN.) = 10.00 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.19 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.53 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.89 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.22 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05 1 TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 2.34 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 2.22 ***************************************************************** *********** TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) ---------------------------------------------------------------- (AF) (CFS) ------------ 0.17 0.0001 0.02 Q 0.33 0.0003 0.02 Q 0.50 0.0006 0.02 Q 0.67 0.0008 0.02 Q 0.83 0.0010 0.02 Q 1.00 0.0012 0.02 Q 1.17 0.0015 0.02 Q 1.33 0.0017 0.02 Q 1.50 0.0019 0.02 Q 1.67 0.0022 0.02 Q 1.83 0.0024 0.02 Q 2.00 0.0027 0.02 Q 2.17 0.0029 0.02 Q 2.33 0.0031 0.02 Q 2.50 0.0034 0.02 Q 2.67 0.0036 0.02 Q 2.83 0.0039 0.02 Q 3.00 0.0041 0.02 Q 3.17 0.0044 0.02 Q 3.33 0.0046 0.02 Q 2 3.50 0.0049 0.02 Q 3.67 0.0051 0.02 Q 3.83 0.0054 0.02 Q 4.00 0.0057 0.02 Q 4.17 0.0061 0.03 Q 4.33 0.0066 0.04 Q 4.50 0.0072 0.05 Q 4.67 0.0079 0.06 Q 4.83 0.0088 0.07 Q 5.00 0.0097 0.07 Q 5.17 0.0108 0.09 Q 5.33 0.0121 0.09 Q 5.50 0.0134 0.10 Q 5.67 0.0149 0.11 Q 5.83 0.0165 0.12 Q 6.00 0.0183 0.13 Q 6.17 0.0202 0.15 Q 6.33 0.0222 0.15 Q 6.50 0.0244 0.17 Q 6.67 0.0268 0.18 Q 6.83 0.0293 0.19 Q 7.00 0.0320 0.20 Q 7.17 0.0349 0.22 Q 7.33 0.0379 0.23 Q 7.50 0.0412 0.24 Q 7.67 0.0446 0.25 Q 7.83 0.0482 0.27 Q 8.00 0.0520 0.28 Q 8.17 0.0560 0.30 Q 8.33 0.0602 0.31 Q 8.50 0.0647 0.33 Q 8.67 0.0694 0.35 Q 8.83 0.0743 0.37 Q 9.00 0.0794 0.38 Q 9.17 0.0849 0.41 Q 9.33 0.0906 0.42 Q 9.50 0.0965 0.45 Q 9.67 0.1028 0.46 Q 9.83 0.1093 0.49 Q 10.00 0.1162 0.51 Q 10.17 0.1234 0.54 Q 10.33 0.1309 0.56 Q 10.50 0.1388 0.59 Q 10.67 0.1471 0.61 Q 10.83 0.1558 0.65 Q 11.00 0.1648 0.67 Q 11.17 0.1744 0.71 Q 11.33 0.1843 0.74 Q 11.50 0.1948 0.78 Q 11.67 0.2058 0.81 Q 11.83 0.2173 0.86 Q 12.00 0.2294 0.89 Q 12.17 0.2449 1.35 Q 12.33 0.2638 1.39 Q 12.50 0.2834 1.46 Q 12.67 0.3038 1.50 Q 12.83 0.3251 1.59 Q 13.00 0.3473 1.64 Q 13.17 0.3705 1.74 Q 13.33 0.3948 1.79 Q 13.50 0.4204 1.92 Q 13.67 0.4472 1.98 Q 13.83 0.4756 2.13 Q . 14.00 0.5055 2.22 Q 14.17 0.5382 2.53 Q 14.33 0.5737 2.63 Q 14.50 0.6117 2.88 Q 14.67 0.6524 3.03 Q 14.83 0.6965 3.37 Q 15.00 0.7444 3.58 Q . 15.17 0.7974 4.11 Q 15.33 0.8564 4.46 Q 15.50 0.9185 4.56 Q 15.67 0.9862 5.26 Q 15.83 1.0778 8.05 16.00 1.2111 11.30 16.17 1.5345 35.65 Q 16.33 1.8231 6.26 5 16.50 1.8997 4.88 Q 16.67 1.9597 3.83 Q 16.83 2.0080 3.19 Q 17.00 2.0489 2.75 Q 17.17 2.0838 2.31 Q 17.33 2.1138 2.06 Q 17.50 2.1407 1.85 Q 17.67 2.1651 1.69 Q 17.83 2.1873 1.54 Q 18.00 2.2078 1.42 Q 18.17 2.2239 0.92 Q 18.33 2.2361 0.84 Q 18.50 2.2471 0.76 Q 18.67 2.2571 0.69 Q 18.83 2.2661 0.63 Q 19.00 2.2744 0.57 Q 19.17 2.2820 0.52 Q 19.33 2.2888 0.48 Q 19.50 2.2951 0.43 Q 19.67 2.3008 0.39 Q 19.83 2.3060 0.36 Q 20.00 2.3106 0.32 Q 20.17 2.3149 0.29 Q 20.33 2.3187 0.26 Q 20.50 2.3221 0.23 Q 20.67 2.3251 0.21 Q D 20.83 2.3278 0.18 Q 21.00 2.3302 0.16 Q 21.17 2.3323 0.14 Q 21.33 2.3340 0.12 Q 21.50 2.3355 0.10 Q 21.67 2.3367 0.08 Q 21.83 2.3377 0.06 Q 22.00 2.3384 0.04 Q 22.17 2.3389 0.03 Q 22.33 2.3392 0.02 Q 22.50 2.3395 0.02 Q 22.67 2.3398 0.02 Q 22.83 2.3400 0.02 Q 23.00 2.3403 0.02 Q 23.17 2.3405 0.02 Q 23.33 2.3407 0.02 Q 23.50 2.3410 0.02 Q 23.67 2.3412 0.02 Q 23.83 2.3414 0.02 Q 24.00 2.3417 0.02 Q 24.17 ---------------------------------------------------------------- ------------ 2.3418 0.00 Q ----------------------------------------------------------------- --------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) 7 Percentile of Estimated Peak Flow Rate 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% Duration (minutes) 1440.0 110.0 30.0 20.0 10.0 10.0 10.0 10.0 10.0 10.0 ***************************************************************** *********** (aes) 1580 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2013 Advanced Engineering Software Ver. 20.0 Release Date: 06/01/2013 License ID Analysis prepared by: ***************************************************************** *********** --------------------------------------------------------------------------- - Problem Descriptions: TWHX-030 EXISTING CONDITION- 2 YR STORM HYDROGRAPH RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 26.70 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.038 LOW LOSS FRACTION = 0.979 TIME OF CONCENTRATION(MIN.) = 13.00 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.19 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.53 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.89 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.22 24-HOUR POINT RAINFALL VALUE(INCHES) = 2.05 1 TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 2.31 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 2.26 ***************************************************************** *********** TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) ---------------------------------------------------------------- (AF) (CFS) ------------ 0.18 0.0001 0.02 Q 0.40 0.0004 0.02 Q 0.62 0.0007 0.02 Q 0.83 0.0010 0.02 Q 1.05 0.0013 0.02 Q 1.27 0.0016 0.02 Q 1.48 0.0019 0.02 Q 1.70 0.0022 0.02 Q 1.92 0.0025 0.02 Q 2.13 0.0028 0.02 Q 2.35 0.0031 0.02 Q 2.57 0.0035 0.02 Q 2.78 0.0038 0.02 Q 3.00 0.0041 0.02 Q 3.22 0.0044 0.02 Q 3.43 0.0048 0.02 Q 3.65 0.0051 0.02 Q 3.87 0.0054 0.02 Q 4.08 0.0058 0.02 Q 4.30 0.0061 0.02 Q 2 4.52 0.0065 0.03 Q 4.73 0.0070 0.03 Q 4.95 0.0078 0.05 Q 5.17 0.0087 0.06 Q 5.38 0.0098 0.07 Q 5.60 0.0112 0.08 Q 5.82 0.0128 0.10 Q 6.03 0.0146 0.11 Q 6.25 0.0167 0.12 Q 6.47 0.0190 0.13 Q 6.68 0.0216 0.15 Q 6.90 0.0244 0.16 Q 7.12 0.0276 0.19 Q 7.33 0.0310 0.20 Q 7.55 0.0347 0.22 Q 7.77 0.0388 0.23 Q 7.98 0.0432 0.26 Q 8.20 0.0479 0.27 Q 8.42 0.0530 0.30 Q 8.63 0.0585 0.31 Q 8.85 0.0644 0.34 Q 9.07 0.0706 0.36 Q 9.28 0.0774 0.39 Q 9.50 0.0845 0.41 Q 9.72 0.0922 0.45 Q 9.93 0.1004 0.47 Q 3 10.15 0.1091 0.51 Q 10.37 0.1184 0.53 Q 10.58 0.1283 0.58 Q 10.80 0.1388 0.60 Q 11.02 0.1500 0.65 Q 11.23 0.1619 0.68 Q 11.45 0.1747 0.74 Q 11.67 0.1883 0.77 Q 11.88 0.2028 0.85 Q 12.10 0.2182 0.88 Q 12.32 0.2384 1.36 Q 12.53 0.2632 1.41 Q 12.75 0.2895 1.52 Q 12.97 0.3172 1.58 Q 13.18 0.3466 1.71 Q 13.40 0.3778 1.78 Q 13.62 0.4111 1.94 Q 13.83 0.4467 2.04 Q 14.05 0.4850 2.25 Q 14.27 0.5274 2.48 Q 14.48 0.5746 2.80 Q 14.70 0.6264 2.98 Q 14.92 0.6839 3.44 Q 15.13 0.7481 3.74 Q 15.35 0.8225 4.57 Q 15.57 0.9052 4.67 Q m 15.78 1.0064 6.63 Q 16.00 1.1513 9.55 Q. 16.22 1.5092 30.43 16.43 1.8282 5.20 Q 16.65 1.9115 4.11 Q 16.87 1.9769 3.19 Q 17.08 2.0291 2.64 Q 17.30 2.0718 2.14 Q 17.52 2.1076 1.86 Q 17.73 2.1389 1.64 Q 17.95 2.1667 1.46 Q 18.17 2.1905 1.20 Q 18.38 2.2085 0.81 Q 18.60 2.2221 0.71 Q 18.82 2.2340 0.63 Q 19.03 2.2446 0.55 Q 19.25 2.2539 0.49 Q 19.47 2.2620 0.43 Q 19.68 2.2692 0.38 Q 19.90 2.2755 0.33 Q 20.12 2.2810 0.28 Q 20.33 2.2857 0.24 Q 20.55 2.2898 0.21 Q 20.77 2.2932 0.18 Q 20.98 2.2961 0.14 Q 21.20 2.2984 0.12 Q 5 21.42 2.3003 0.09 Q 21.63 2.3016 0.06 Q 21.85 2.3025 0.04 Q 22.07 2.3031 0.02 Q 22.28 2.3034 0.02 Q 22.50 2.3038 0.02 Q • 22.72 2.3041 0.02 Q • 22.93 2.3044 0.02 Q 23.15 2.3047 0.02 Q 23.37 2.3051 0.02 Q 23.58 2.3054 0.02 Q 23.80 2.3057 0.02 Q 24.02 2.3060 0.02 Q 24.23 --------------------------7------------------------------------- 2.3061 0.00 Q ------------ ----------------------------------------------------------------- --------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration ----------------------- Peak Flow Rate (minutes) --------- ----------------------- 0% --------- 1443.0 10% 130.0 20% 39.0 30% 26.0 40% 13.0 50% 13.0 60% 13.0 70% 13.0 80% 13.0 90% 13.0 0 Exhibits Existing and Developed Condition Hydrology Maps e wig z I I I LU I i I I �I r- -it, 07 II I�ice I�a1I all TO I r- -it, 07 II I�ice I�a1I �Io C%7� o� I I � O� FSax op CJ I I c a w� 3 Iz LuI' ;w€ ZN,d I c°�o4 �a .w ' I $ 1j1 d � V ....... J�IJ \ f �L Q O ff) ! — W', v t t 1 i ElLP �ol fi E. iit. im" i''�``� I I � ply I -�.„• � � I �--",—� �1 I, ✓��`� �, f �I I _ i,4 E` Tj I YL)is �` / � ..... n � \� � if I h. mI ,7 •/ F r J 1 o � ^(�109 04 ®e x ��A / •r� G ii / s �J3LWHM• , i"; � n m � ao a; �W As -Built Plans EXHIBIT D INSURANCE REQUIREMENTS 1. WORKERS COMPENSATION INSURANCE. Pursuant to California Labor Code §1861, LICENSEE and its successors or assigns acknowledges awareness of Section 3700 et seq. of said California Labor Code, which requires every employer to be insured against liability for worker's compensation. LICENSEE covenants that it will comply with such laws and provisions prior to conducting any activity pursuant to this License. LICENSEE shall maintain such Workers' Compensation Insurance in an amount of not less than One Million Dollars ($1,000,000) bodily injury by accident, each occurrence, One Million Dollars ($1,000,000) bodily injury by disease, each employee, and One Million Dollars ($1,000,000) bodily injury by disease, policy limit, at all times incident hereto, in forms and underwritten by insurance companies reasonably satisfactory to CITY. LICENSEE shall require all subcontractors retained by LICENSEE to perform work hereunder to provide such workers' compensation insurance for all of the subcontractors' employees. LICENSEE shall furnish to CITY a certificate of waiver of subrogation under the terms of the workers' compensation insurance and LICENSEE shall similarly require all subcontractors to waive subrogation. 2. OTHER INSURANCE. In addition to the workers' compensation insurance in Section 1 above and LICENSEE'S COVENANT TO INDEMNIFY City in Section 3 below, LICENSEE or its successors or assigns shall obtain and furnish to the CITY and carry at all times incident hereto, on all activities to be performed in the Improvement Areas as contemplated herein, general liability insurance, including coverage for bodily injury, property damage and motor vehicle coverage. All insurance shall be underwritten by insurance companies reasonably satisfactory to CITY. Said insurance shall name the CITY as Additional Insureds and shall specifically provide that any other insurance which may be applicable to all activities to be undertaken by LICENSEE concerning the Improvement Areas shall be deemed excess coverage and that LICENSEE's insurance shall be primary. Said policy of insurance shall pay on behalf of LICENSEE, its officers, agents and employees, while acting within the scope of their duties, against any and all claims of liability arising out of or in connection with all activities to be undertaken by LICENSEE concerning the Improvement Areas affected by the license. LICENSEE shall subscribe for and maintain said insurance policies in full force and effect during the life of this Agreement, in an amount not less than the following amount: combined single limit bodily injury and property damage, including products/completed operations liability and blanket contractual liability, of One Million Dollars ($1,000,000) per occurrence. If coverage is provided under a form which includes a designated general aggregate limit, such limit shall be not less than Two Million Dollars ($2,000,000). In the event of aggregate coverage, LICENSEE shall immediately notify CITY of any known depletion of limits. LICENSEE shall require its insurer to waive its subrogation rights against CITY. 3. CERTIFICATE OF INSURANCE; ADDITIONAL INSURED ENDORSEMENTS. Prior to conducting any activity pursuant to this Agreement, LICENSEE shall furnish to CITY certificates of insurance subject to approval of the City Attorney evidencing the City of Costa Mesa Page D-1 foregoing insurance coverage as required by this Agreement; said certificates shall provide the name and policy number of each carrier and policy, and shall state that the policy is currently in force, and shall promise to provide that such policies will not be canceled or modified without providing notice to CITY in accordance with policy provisions. LICENSEE shall maintain the foregoing insurance coverage in force until the Term of this Agreement has expired or this Agreement is terminated. The requirement for carrying the foregoing insurance coverage shall not derogate the obligations of LICENSEE under this Agreement. CITY or its representative shall at all times have the right to demand a copy of all said policies of insurance. LICENSEE shall pay, in a prompt and timely manner, the premiums on all insurance hereinabove required. A separate copy of the additional insured endorsement to LICENSEE's liability policy as required hereunder, naming the CITY as Additional Insureds, shall be provided to the City Attorney for approval prior to the commencement of any work by LICENSEE pursuant to this Agreement. City of Costa Mesa Page D-2 CERTIFICATE OF INSURANCE CHECKLIST City of Newport Beach This checklist is comprised of requirements as outlined by the City of Newport Beach. i Date Received: 2) �� Dept./Contact Received From: P v" Date Completed: U( Sent to: By: Company/Person required to ave certificate:{?> L GENERAL LIABILITY A. INSURANCE COMPANY; B. AM BEST RATING (A-: VII or greater): C. ADMITTED Company (Must be California Admitted): Is Company admitted in California? D. LIMITS (Must be $1 M or greater): What is limit provided? E. PRODUCTS AND COMPLETED OPERATIONS (Must include): is it included? (completed Operations status does not apply to Waste Haulers) F. ADDITIONAL INSURED WORDING TO INCLUDE (The City its officers, officials, employees and volunteers): Is it included? ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No G. PRIMARY & NON-CONTRIBUTORY WORDING (Must be included): Is it included? ❑ Yes ❑ No `H. CAUTION! (Confirm that loss or liability of the named insured is not limited solely by their negligence) Does endorsement include "solely by negligence" wording? ❑ Yes ❑ No I. NOTIFICATION OF CANCELLATION: Although there is a provision that requires notification of cancellation by certified mail; per Lauren Farley, the City will accept the endeavor wording. H. AUTOMOBILE LIABILITY l A. INSURANCE COMPANY:j-'-��s���. B. AM BEST RATING (A-: VII or greater) C. ADMITTED COMPANY (Must be California Admitted): Is Company admitted in California? ❑ Yes ❑ No D. LIMITS (Must be $1 M min. BI & PD and $500,000 UM, $2M min for Waste Haulers): What is limits provided? E. PRIMARY & NON-CONTRIBUTORY WORDING (For Waste Haulers only): Is it included? NIA ❑ Yes ❑ No F. NOTIFICATION OF CANCELLATION: Although there is a provision that requires notification of cancellation by certified mail; per Lauren Farley, the City will accept the endeavor wording. III. WORKERS' COMPENSATION C A. INSURANCE COMPANY: B. AM BEST RATING (A-: Vil or greater): C. LIMITS: Statutory D. WAIVER OF SUBROGATION (To include): Is it included? ❑ Yes ❑ No HAVE ALL ABOVE REQUIREMENTS BEEN MET? ❑ Yes ❑ No IF NO, WHICH ITEMS NEED TO BE COMPLETED? Approved: Agent of Brown & Brown Broker of record for the City of Newport Beach Date ❑ Requires approvallexceptionlwaiver by Risk Management B&B initials Comments: llj [AA, -V W1 Approved: Risk Management Date City of Costa Mesa Certificate of Self Insurance 1111% cell Monte. is 1gsud m 411 , Amer or Infomation only and can ras no. rights upon the imaliloate holdo, - This is to certify that the City of Costa Mesa is self-insuring thefolio-wingcoverages- W1 .13e of -CoveraRe Self.hasurance Limit 3 General Liability, Bodily Injury unci Property Damage $2,000,000 per ocourrence Automobile L4,tbilityi Owned, Non -owned, and Hired Autos $2.10001000 per ocWrrence Professional Liability per ocourre=6 Worker's Com.pensation $2.,G00,00.0 P occurrencp ToPlis '-.kxW Condftlo)*. -The self-Insum nce lirovisions 11-0ted . ahovo shall oillyapply with-respedt to c!ali as arlsing out til the aegl.igmit acts or omissions of the Citv of Costa M W.- esa. its elected and appointed hoards, officers, ( agents mid elinployous, or any other person under its direction and control, The City of NMportBeach tinct its aficejr,s, ag.OhWaud eriiployeu wre Mddo Additioual ffisured.. as required by Ontract. D"cKpfioli of ortDen(6lxpnW'eri g litoNaylocatod near (lie e d :f I , .' R a 16th sh*ect, west of Monrovi',, Ave, and,udjacent to 951 W. 161h Rreet. The City of Costa Ws .a acknowledges its rupoasibillt:Ws to resliond to losses to l)ersoiis orpropewLy arlsilig Out of the use of the ab.Q.Yodescribed Oper,,ttiotis/Loc,,.titiojlsfVolliole-/si)ec..iaI Item by City miployeeg. Corti Fleate -1101(lot': City of Newport Beach 100 Civic Cantor Drive Nlevport Beach, CA 92660 I-7 7.0-15 Fly—till Thomas Princi.p.a.1 Ruinan Resparces Analyst (714) 754-5,104